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BLD2019-0423
Ciy OF E�Mo � _ ° CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 one 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 09/06/2019 Permit #: BLD20190423 BUILDING PERMIT Expiration Date: 09/07/2020 Project Address: 24114 107TH PL W, EDMONDS, Parcel No: 00564900102300 .P,y. OWN141 APPLICANT CONTRACTOR KIM & NANCY HUNTAMER WALLS AND WEEDS NORTHWEST HOME PROS 24114 107TH PL W C/O SKIP DEHENNIS C/O PATRICK MCDONNELL EDMONDS, WA 98020 10016 EDMONDS WAY C229 5305 136TH PL SW EDMONDS, WA 98020 EDMONDS, WA 98026 (206)779-4599 (425)599-5381 (253)315-9192 LICENSE #: northh 850 8 EXP:I 1/02/2019 600 SQ FT NEW ADDITION, 337 SQ FT GARAGE CONVERSION, 228 SQ FT DECK, .REMODEL VALUATION: $92,750 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: 0 IVESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT #: BASEMENT: 0 I ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 ST FLOOR: 937 2ND FLOOR: 600 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 228 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:0 BATHROOMS:0 FRONT REQUIRED: E 25 PROPOSED: 21.5* REQUIRED: N 7.5 PROPOSED: 8.25 REQUIRED: W 15 PROPOSED: 45.5 HEIGHT ALLOWED:O PROPOSED:O REQUIRED: S 7.5 PROPOSED: 8.25 SETBACK NOTES: *No change to existing, nonconforming street setback 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. TH -P0N 6S.NOT_A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEI:)t1TY AND ALL FEES ARE PAID. Signature Date C%'i� 9/(//9 Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. = FIRE = APPLICANT = ASSESSOR = CITY STATUS: ISSUED BLD20190423 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold ham>)ess the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • Maintain erosion & sedimentation control per city standards. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Footings • B-Foundation Wall • B-Isolated Footings/Piers • B-First Floor Framing • B-Plumb Rough In • B-Mechanical Rough In • B-FXerior Wall Sheathing • B-Roof Sheathing • B-UnderFloor Insulation • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-Building Final • B-Other City of Edmonds Critical Area Notice of Decision Applicant: (� 1� i � � � � � Property Owner: V Critical Area File #: Ahz 0 (� O 0 o Permit Number: B C ©� q (9z- 3 Site Location: Z ( K �� Parcel Number: S f ©o 10 Zoo Project Description: _/ n -Conditional Waiver. No critical area report is required for the project described above. f 1. _4 There will be no alteration of a Critical Area or its required buffer. It The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. ❑ Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). ❑ Notice on Title. Critical area notice on title recorded under AFN 4A 4109:7_ Reviewer - Signature Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 1112912016 cr"-4 201 0ZI)n BUILDING PERMIT Office Use Only APPLICATION Permit#: /]ri �I.� Development Services vC (J Building Division 121 5th Ave N / Edmonds, WA 98020 `zlc . 189 \) 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: Z'41 1 + W rR PL (Al Parcel: 005to 44 DO / 02-3 d 0 Lot /Unit/Suite #: PROPERTY OWNER: Subdivision: I 4 bL5(J Name: IVAJIk,Y{_ [�l�/ M !-r• Mailing Address: � I(A /D 1 U City/State/Zip: F-VM Qt!W Ud Oozy Phone#: 20(1 729 - g599 Email: Kj#f KUtjEM f_P_ Q. 111 S/V , NM OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? �4 Yes ❑ No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, re , or exchange according to RCW 18.27.090. Owner Sign APPLICANT / CONTACT INFORMATION: Name of Applicant: tmwf Mailing Address: 1001 to gpmo j1tp r ty,*Y frC 2Z' City/State/Zip: C A0017S AM Ito Z10 Phone #: 4 2-5 511 - P v E-mail: FK14 �JIlA( 14l�ilV� s LDM GENERAL CONTRACTOR: (If different from applicant) General Contractor: Mailing Address: City/State/Zip: VA Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: OF PERMIT (ProvideTYPE .g ❑ Accessory Structure/ Pd Addition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank El Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: 2— Q Jro, PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 3 coop � 3 G� 2nd Floor, sqft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT NIA Y 4W 117 one OF (P vo -59 7o �onof UV ZZQ S&67o n16-0 UreW--P cFA_T_ ? AA? " vs A-cp 770, 1 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. fw�wf' Print Name: Signature: Date 40* Cap 7 5d 72, �v 36AWVA [65, -7 4v-- Pla.n g �OD COMMERCIALGENERAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct Exhaust Fans 5 Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: PLUMBING FIXTURE COUNTS (New, Relocated or re -piped) Qty Qty Clothes Washer Tub/ Showers 2 Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Z Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks 3 Other: Toilets ?j Other: BTUs Qty BTUs Qty A/C Unit Outdoor BBQ / Fire pit Boiler Stove/Range/Oven I Dryer I Water Heater Fireplace/ Insert t Other: I Furnace Other: Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Grading: Cut 40 cubic yards Fill 5 cubic yards Cut / Fill in Critical Area: Yes ❑ No 1, 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. aJ'F E Mo�� CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSTTE* STATUS: ISSUED ENG20190167 SIDE SEWER PERMIT (I -Single Fan-dly) Permit Number: ENG20190167 Expiration Date: 09/07/2020 Job Address: 24114 107TH PL W, EDMONDS APPLICANT CONTRACTOR WALLS AND WEEDS TBD 10016 EDMONDS WAY #C229 EDMONDS, WA 98020 LICENSE #: EXP: Y REPAIR N PROPOSE TO REUSE LATERAL LID NUMBER: N I GRINDER PUMP I N I PROPOSE TO REUSE SIDE SEWER I IN 1 DRAINAGE SS FROM NEW ADDITION FOOTPRINT AND .INSTALL 4" CLEAN -OUT PROJECT CROSSES OTHER PRIVATE PROPERTY TION OF RECORDED EA SEMENTS COMPLETE INDEMNITY.- The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT.1326 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS APPLICATION APPROVAL THIS APPLICATION IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Friday,September 06, 2019 RELEA SED BY DATE FILE COPY ❑ INSPECTOR COPY ❑ APPLICANT COPY STATUS: ISSUED ENG20190167 • Refer to City of Edmonds Side Sewer Information handout for approved pipe materials, inspections and other requirements. • A 6" cleanout with 12" locking cast iron lamphole cover is required at the property line. • Maintain 10' separation between the sanitary side sewer and the water service line. • A separate right-of-way construction permit is required for work within the City right-of-way. • Condition of the existing lateral to be verified by the City's Public Works Dept. to obtain approval for reuse. Contact Edmonds Sewer Division at 425-771-0235. • Condition of the e)asting sanitary side sewer to be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Easement and/or permission fiomadjacent property owner is required prior to entry/workwithin adjacent property. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the pennitted project. • Owner/Contractorto provide Side Sewer asbuilt at final inspection. See City Standards for requirements. • Sound/Noise originating fromtemporary construction sites as a result of construction activity are exempt fromthe noise limits of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly fromthe issuance of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • E-Sanitary Side Sewer Inspection PARTIAL INSPECTION PARTIAL INSPECTION FINAL INSPECTION APPROVED DATE: INITIAL: DATE: INITIAL: DATE: INITIAL: NOTES: NOTES: FA 4 A 0 Plow 0 107 SIDE SEWER PERMIT APPLICATION CONTRACTOR INFORMATION: Company Name: Owner to be contractor Site Contact: Company Address: 24114 107th PI W Phone #: 206 779-4599 City: Edmonds Zip: 98020 Email #: kimhuntamer@msn.com State License # City Business License # Expiration Date: PROPERTY INFORMATION: Address: 24114 107th PI W Owner's Name: Kim Huntamer Phone #: 206 779-4599 ❑ FULL LINE REPLACEMENT ® SPOT REPAIR ❑ PIPE BURST ❑ RELINE (PERMALINE ONLY) DESCRIPTION OF PROPOSED WORK (Be Specific): NEW ADDITION TO BACK SIDE OF HOUSE INCLUDING NEW MASTER SUITE WITH BATHROOM. CONVERSION OF EXISTING GARAGE TO STUDIO SPACE WITH NEW POWDER ROOM, NEW KITCHEN IN REMODELED HOUSE. ADDITION MAY REQUIRE RELOCATION OF SEWER CLEAN -OUT. ISSUANCE OF THIS PERMIT DOES NOT CONSTITUTE PERMISSION TO WORK ON ANY PROPERTY OTHER THAN THAT OWNED BY THE SUBJECT PROPERTY OWNER. CERTIFICATIONS NECESSARY FOR INSTALLATION METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING SAID WORK, I REPRESENT AND WARRANT TO THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN ADJACENT PROPE , I HAVE OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT PROPERTY. SIGNATURE DATE MAY 13, 2019 Contractor o gen NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE C MM e ENGINEERING 250 Wh Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning STRUCTURAL CALCULATIONS Huntamer Addition pLDao 15-op, 3 I � t� ; �T 'apy APR 17 2019 BUILDING 24114107" PI W Edmonds, WA 98020 0411212019 CG Project No.: 19053.10 ti k Proiect Location 24114 107th PI W Edmonds, WA 98020 Proiect Description An existing single family, 1-story residence is undergoing alterations, including a 1-story addition, a new covered patio and covered entry, and garage remodel. The addition framing will consist of manufactured roof trusses, wood floor framing, and conventional concrete perimeter footings. The lateral resisitng system for the additiion consists of plywood shearwalls. Upgrades to the existing main lateral force resisting system will be required. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Dead Loads Roof 12 psf Floor 25 psf Live Loads Roof 25 psf (snow) Floor 40 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B Iw =1.0 (Non -Essential Facility) Mean Height =15' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .841/(6.5/1) = Cs*Wp Sds = .841 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date NAL 4/11/2019 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project lob No.. Suite 200 Edmonds, WA 98020 Huntamer Residence 19053.10 ' S t Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.5 psf Insulation 0.5 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 0.5 psf Misc 1.0 psf 11.8 psf USE 12.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 0.5 psf 2x12 @ 12" OC 4.4 psf M/E 1.0 psf Misc 1.0 psf 11.2 psf USE 12.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof LL (Snow) 25.0 psf Floor ILL 40.0 psf � � Description Gravity Design Loads By NAL Date 02/27/19 Checked Date ENGINEERING scale Sheet No. 250 Stuiteh A 200 South Project Job No. Z Edmonds, WA98020 Huntamer Residence 19053.10 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 1 18 19 20 �4z6;uuF 2"•� fi'�937 r'r1 .���„t+:.xe� ..w7, x600� ,>.». '`�17='� 3e^Kl 6 <.�.. 's'234 a.,,.�.. ri85 d. 150 :.s 12�1 fi.. ✓.i... '104 " tr:., '.• .:atl.:�rx,lsP.+..t�tkii:r.,..r.. ;'"�• ,� ti~��''�' :Pi...Xer..:i,r `° s. � iR.t ..,.-!. r. .+,9 11, 3z2 5 1i/2• LSLg 1"541 8,fi. h 685503` .::�6pr259� ��+1 61� ME7 ON405 320 259 214 , ,180 w154? 1�'i2� a 5 t�1Q��,rt ,tea �`� �a� ._ �", its . "'W7 : T6xDF`#2'ys29;62'j�,38'c(r 96r17065,4#1 y ;'427 346: `266 240 ; ti05 �76x t15a 1'3512Q;, , `07) 211116 x 9114 PSL 2405 1924 1603 1374 1193 942 763 631 1 530 452 378 1 307 253 1 211 178 151 1 130 r 4 ?IO}H n 2 > 4�? 1863 h1 W ";�84i °�?79 �_610 }462 390 �322; ,271 k : 231 199 1735. 152.5 135; 1 20 •;108 i ;, 3112 x 91/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5114 x 9114 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11116 x 9 112 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3112 x 9112 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 1 439 362 302 254 216 185 TDF#2 �34b4; 2219 1 4 i 1132 867„ 685 555 Y458 ;`385 . 328 283 247 2 7 i g2- J%114 x 9 112 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 x 9112 PSL r_21 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 /16 x11 114 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 %2k5c��111l4L�Si_`���4,3,Qj,,��3441��67�=;2458M�2001_,..�j581 31/2 x11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 1 307 DFb ti 413 „ 32532259. �1660„„ 27,1 31004 813 " 672� ' S65� 481 41536�1 3�L8 281 ` 261 225 203L, 5114 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 3 K %2y�c 1r 718 MI454336<94;30282596222Q Y1754 '�410s1174) `}986 r $1t1 725 , 63 53� ? 41 372� ' 316; r27�1w 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 10831 934 1 814 709 591 498 423 363 5114 x11 7/8 PSL - 5548 4623 3963 3467 13082 12747 12270 1 1908 11626 1 1402 11221 1063 887 747 635 544 7 x11 7/8 PSL - - 6160 5280 4620 4107 1 36631 30271 2543 2167 11869 11628 1 1411 1 11761 991 842 722 Notes: 1. This table Is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table Is (L/180 Total Load) and (1-1240 Snow Load) 4. This table Is applicable for WLL/WDL <= 3.0 5. Table values Include the Size Factor (CF) and the Load Duration Factor (Co) C � O ENGINEERING 250 4tn Ave. South Suite 200 Edmonds, WA 08020 Beam Soan Table Project Huntamer Residence r'y NAL uate 0 Checked Date Scale Sheet No. Job No. 19053.10 3 It Beam Span Table - Floor Beams Allowable Uniform Distributed Load In Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 1 5 6 7 8 9 10 11 12 1 13 14 15 16 17 1 18 19 20 X6 NM k- "I 'V NO�f 01's ME SON 0" M _ LT 6T 47DM M MM=e�Y��0 -T "N .4 2 11/16 x 9 1/4 PSL 2405 1924 1603 137411193 889 648 487 375 295 236 192 158 132 Ill qx9 '123 3 1/2 x 9 114 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 114 1/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11116 x 9 112 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 3 1/2 x 9 112 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 W 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9 1/2 PSL 6430 5144 4287 3674 3215 2540. 1852 1391 11072 843 675 549 452 377 318 270 231 211116 x 11 114 PSL 292512340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3 1/2 x 11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 1 192 "VOW, 5 114 x 11 114 PSL 5710 4568 3807 13263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 2 11/16 x 11 718 PSL 3085 2468 2057 1763 1543 137111222 10101 804 1 632 506 412 339 283 238 202 174 3 112 x 117/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 114 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 12391 992 1 807 1 665 1 554 467 397 340 7 x 11 7/8 PSL - - 5357 4591 4018 3571 3185 2632 2090 16441 13161 10701 882 1 735 619 1 526 1 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table Is applicable for WLLfVVDL <= 4.0 S. Table values Include the Size Factor (CF) Description Beam Span Table By NAL Date 02126/19 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Huntamer Residence Job No. Edmonds, WA 98020 19053.10 r I u s ; I 1 �_ I I ! - B1' i i iIJ. . -—.L._.!_._.__.!_......_... i-_..._..._._....._.._._..J..._. i : - w...- � �►5 �' L� Psi � I � I ,b" : : M 6 i' f ; 1_O11 , I lo, I.vu I 1-u! 4b 'HfiN': s�tw000wbc.�s'-' i_-- -- ....__,..._.._�i_-..r._.-._�. : e i p V 4L , t ': inXIZ C&IUvol3wo(>�4 1 3u.: ' 2•LIK i DF_ ;M Z. i i s I I - 1/Z s !z ! i 1 i i i i 1 i : I I , w/o ueilFr oti 31,t xq'/ I--� � _,I--i._•—__J-._. sue,_— I , i--'j—f"'—• ' I 1. I TO S 15 �sf I*°Lo ED V vi> foa- "OF LIE!• e-PNS1eM1AT v Description By l%q L Date 2119117 (o/LAV ITy - 2ooF Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Sulte 200 project Job No. Edmonds, WA 98020 425.778,8500 19 0 5 3. 10 www.cgengineering.com H V 1v7A f-1 EIL P-GS 1 D c`u(-C COMPANY PROJECT WoodWorksm Feb. 28, 2019 10:07 H1 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWotks Sicer 11.1 Loads: Load Type Distribution I Pat- Location Iftl Magnitude. tntatridtartD FullAceNewsSnow f"19, Fu11 Acea Yes 25.0017. 50Self-wet At Dead F. I UDL No 40 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.025' Unfactored: Dead Snow 313 536 621 1000 Factored: Total 849 1621 Hearing: Capacity Beam 849 1621 Support 1451 1862 Des ratio Beam 1.00 1.00 Support 0.59 0.67 Load comb k3 92 Length 0.60 0.77 .. req'd 0.60 0.77 Cb 1.00 1.49 Cb min 1.00 199 Cb t support 1.11 1. L1 F 625 625 I Maximum rear [on on at least one support Is from a different load combination than the critical one for Dearing design. shown here, due to Kd factor. See Analysts results formartion from critical load combination. I B1 Lumber -soft, Hem.Flr, No.2, 4x6 (3-1/2"x6-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 8.02; Clearspan: 6.943', 1.0881; volume = 1.1 cult. Lateral support: top= at supports• bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal sis Value Des! n Value Unit Anal sis/Des1 n Shear fv = 67 Fv' = 1 2 psi v Fv = 0.39 Bending(+) fb 7,33 Fb' = 1271 pa! fb/Fb' = 0.6 2 en Bding(-) fb = 413 Fb' 1271 psi fb/Eb' 0.33 Deflection: 0.08 = L/950 0.20 = L/360 in 0.39 Interior Live Total 0.11 = L/62e 0.30 L/240 in 0.30 cantil. Live -0.07 L/359 0,13 L/18➢ in 0.50 Total -0.09 L/260 0.20 L/120 1n 0.46 Additional Data: FACTORS: F/E(Psi )CD M Ct CL CF Cfu Cr Cfrt CI Cn LCp Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Flb so 1.15 1.00 1.00 I.000 1.301 1.00 1.00 1.00 1.00 - 3 Eb'- 850 1.is 1.00 L. 00 1. 000 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1. 00. - - E' 1.3 million 1.00 1.06 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 02 n+5, V max 1013, V design = 864 lbs acndtngl+); LC 113 = D+S (pattern: Se), M = L166 lbs, Bending(-): LC 02 = D+S, F1 - 608 lbs-ft ➢eflection: LC 03 {live) LC a3 = itotal) Dead live S=Snow tr=wlnd 1-impact Lr=rcof live Lr concentrated E=earthquake All LC's a e Bated in the Analysis output Load Patterns: s=S/2, X-L+S or L+Lc, _ a pattern lead in this span Load combastSon. : ASCE 7-10 / IBC 20157n CALCULATIONS: ➢eflection: EI - 63.1e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, sn ew.,.) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design Brain accordance with the [CC International Building Code ((BC 2015). the National Design Specification (NDS 2015), and Nos Design Supplement. 2. Please verify that the default de8edlon limits are appropriate for your applicallon. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and olherspens. 4. Sawn lumber bending members shell be laterally supported according to the provisions of NOS Clause 4.4.1. IQ COMPANY PROJECT Wood Wo r ks° Feb.28, 201810:07 132 SOFnVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWOrks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Stott End Unit pd Dead Po it 1 700 P. Snew Point 7.02 1000 lbs pd2 Dead Point 11.01 700 lb, ps2 Snow PointUDL 14. 02 3a00 lbe Self-d Nei ht Dea Full 15.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) 16.049' Unfsctoted; Deed Snow 601 668 1039 1313 Factored: Total 1289 2351 Bearing: Capacity Beam 1719 2351 Support 1836 2512 Des ratio Beam 0.75 1.00 Support 0.70 0.94 Load comb 82 g2 Length 0.50' 0.68 Flan req'd 0.50' 1.11 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.07 1.07 F 625 625 `Minimum bearing length selling used: 117 far end supports B2 Timber -soft, D.Fir-L, No.2, 6x12 (6-1/2"x11-1l2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 16.05; Clear span: 15.951'; volume = 7.0 cu.ft.; Beam and stringer Lateral support: lap= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal sis Value Desl n Value Unit Anal ais/Deal n Shear fv = 6 E4 - 19 ps v E4' - 0.28 Bending(+) fb - 857 Fb' - 991 psi fb/Fb' - 0.86 Live De.'n 1122 = 1, 0.53 = L/36a in 0.41 Total Defl'n 0.40 - Ll48/ ).80 L/240 in 0.50 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CF Cfu Or Cfrt CL Cn LCI) Fv' 170 1.15 1.00 1.00 - - - 1.00 1..00 1..00 2 Fb'+ 875 1.15 1.00 1.00 0.905 1.000 1.00 1 00 1.00 1.00 - 2 Fep' 625 1.00 2.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Ikein' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 - D+S, V max = 2341, V design 2341 lbe Bendingl+)r LC #2 D+S, M = 8654 lba-ft Deflection: LC #2 D+S (live) LC 92 - D+S (totall D-dead L-live, S=anon H- Ind I -impact L-roof live Lc=concentrated E=earthquake All LC'e a e lis tad in the Analysis output Load combinations: ASCE 1-10 / ISC 2015 CALCULATIONS: Deflection: El - 906e06 1b-Sn2 "Live" deflection Deflection from all non -dead loads (live, wind, sn o-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral atabiltty(+): Lu - 26.00` Le - 29.44' RB - 11.6 Design Notes: 1. Wood Works analysis end design era In accordance wilb the ICC International Bullding Cafe (IBC 2015), the National Design Speclllcallon (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits areappropriate for your application. 3 Sawn lumber bending memberssball be laterally $Upponed aocording to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks° Feb.27,201908:16B2 PSL WI Design Check Calculation Sheet Wood Works Sizerll.l Loads: Load Type Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit I'd Dea Point 7.02 70 1bs P. Snow Point 7.01 3000 lbs pd2 Dead Point 14.02 700 lbs ps2 Snow Point 14.02 1000 lbs Self-wei ht Dead Full UDL 10.4 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths ((n) : 18.06W unfactored: Dead Snow 564 688 1002 1313 Factored: Total 1252 2314 Bearing: Capacity Beam 1252 2314 Support 1386 2562 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb 82 k2 Length 0.57 1.01 Min ceq'd 0.57 1.01 Cb 1.00 1.00 Cb min 1.00 1, 00 Cb support 1.11 1.11 Fcp u 625 625 B2 (PSL) PSL, PSL, 2.OE, 3-1/2"x9-1/2" Supports: All - Timber -soft Beam, D.FIr-L ND2 Total length: 16.OT; Clearspon: 15.832'; volume = 3.7 cu.0. Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Mal sis/Desi n S ps Fvi fv 0. 31 Bending(+1 fb 1939 3092 at. fb/Eb' - 0.63 Live Defl'n 0.40 L/484 0.53 - L/360 in 0.743 Total Del1'n 0.70 L/272 0.80 = L/240 in 0.88 Additional Data: FACTOB5: F/E(pal)CD Grl Ct CL CV Cfu Cr Cfct CL Cn LCN h' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Pb'+ 2900 1.15 - 1.00 0.904 1,03 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 82 = D+S, V max - 2307, V design 2307 Its Bending(+): LC 82 D+S, M 8509 lba-ft Deflection: LC 82 = D+S (live) LC R2 = D+S (total) D-dead L=live S-anow W-Ind I=impact Lc -roof live L-oncentrated E-earthquake Al Lc'e ere listed in the Analysis output Load coabinatiooe: ASCE 7-10 / IBC 2015 CALCULATIONS; Deflection: EI = 500e06 lb-in2 "Live° deflection - Deflection from all non -dead loads (live, wind, snw... o) Total Deflection = 1.00IDead Load DefleetionI + Live Load Defleetion. LeteraI arability(+): L. - 16.00• Le = 29.44' RE = 16.6 Design Notes: 1. Wood Works analysis and design are In accordance with the [CC International Building Code OBC 2015). the National Design Specification (NDS 2015). and NOS Design Supplement. 2. Please verify that the default de0edlon limits era appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design cooled your local SCL manufacturer. 4. Size factors very from one manufacturer to another for SCL materials. They can be changed In the database editor. 5. FIRE RATING; LVL, PSL and LSL are not rated for fire endurance. Iv COMPANY PROJECT Woodworks® Feb,26,201910:07 63 SOFf1VARf FOR WOOD DFSfCN Design Check Calculation Sheet Wood Works Slm l l.1 Loads: Load Type Distribution Pat- tern Location Ift) Start End Magnitude Start End Unit Dead Fall Area NO 1 .00'1 psf ws Snow Full Area Yea 25.00 (8. 00') paf pd Dead Point No 6.03 1100 It. P. an.. Point Yes 6.03 1300 Its Self- i ht Dead E111 UDL No 15.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20.052' 12' Unfactored• Dead Snow 1083 '1503 2503 3599 121 479 Factored: Uplift -5 Total 2586 6202 600 Bearing: Capacity Beam 2586 7096 1719 support 2762 6202 Is36 Des ratio Beam 1.00 0.87 0.35 Support 0.94 1.00 0.33 Load comb 03 02 04 Length 0.75 1.69 0.50* Min req'd 0.75 1.69*� 0.50* Cb 1.00 1.22 1.00 Cb min 1.00 1.22 1.00 Cb support 1.07 1.07 1.07 Fc au 625 625 1 625 'Minimum beai ng length setting used: 12- for end supports "Minimum bearing length governed by the required width of the supporting member. B3 Timber -soft, D.Fir-L, No.2, 13A2 (6.1/2")(114/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.05'; Clear span: 11.898', 7.909; volume = 8.8 cu.R.: Beam and stringer Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NDS 2016: Criterion Analysis Value Desi n Value Unit An eis/Deli n Shear fv = 84 Fv' = 19 pa fv FV - 0.43 Bending(+) fb n 933 Fb' - 995 psi fb/Eb' = 0.94 Bending(-) fb = 785 Fb' 995 psi fb/Fla - 0.79 Live Defl'n 0.12 - <L/999 0.40 - L/360 in 0.30 Total Defl'n 0.21 L/691 0.60 L/240 in D.35 Additional Data: FACTORS: FIE(psi)CD CM Ct CL CF Cfu Cr Cfrt CS Cn LC0 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0. 999 1.000 1.no ,110 1.U. 1.00 - 3 Fb'- 875 1.15 1.00 1.00 0.989 1.000 1.00 1•o0 1.00 1.00 - 2 Fcp' 625 - 1.00 3.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1. 00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shoat : LC 02 a+S, V max - 3871, V design = 3527 Its Bending(+)r LC 93 a+5S (pattern: S.,, M - 9425 1b.-ft Bending( - I: LC 92 - D+s, M - 7930 lbs-ft Deflections LC 03 - (live) LC 03 = (total) D-dead L=11ve S-snow 9=wind I=impact L'r roof live L-concentrated E=earthquake All LC's rare listed in the Analysis output Load Pattern.: a-S/2, x-L+S or L+Lr, -no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El - 906e06 lb-Sn2 "Live" deflection = Deflection from all non -dead load. (live, wind, anow-) Total Deflection 1.00iDead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 12.00' Le - 22.44' RB = 10.11 Lu based on full span Lateral stability(-): Lu - 12.00' Le = 22.44' RB = 10.1; Lu based on full span Design Notes: 1. Wood Works analysis and design are In ecconiance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2015). and NDs Design Supplement. 2. Please verify that the default deflection IfmBs ere appropriate for your appllr llon. 3. Continuous or Conlilsvered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of eentllevers and other spans. 4. Sawn lumber bending members shelf be laterally supported accarding to the provisions of Nos Clause 4.4.1. COMPANY PROJECT WoodWorks Feb.27,201908:17 83PSL SOFTIVAREFOR WOOD DESIGN Design Check Calculation Sheet Waod Works Sizet 11.1 Loads: Load Type Distribution Pat- tern Location Eftl Start End Magnitude Statt End Unit wd DeadElul Area No 5.00(a.00 I pa Snow Full Area Yes 25.00(8.00'1 psf pd Dead Point No 6.05 1100 lbs P. snow Point Yea 6.05 1300 lbs Self -weight Dead Full UDL No pit Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : K-1rh Unfactoredi Dead Snow L062 1507 2544 3599 110 479 Factored: uplift -15 Total 2569 6143 590 Bearing: Capacity Beam 2569 6369 1094 Support 2844 6143 1211 Des ratio Beam 1.00 0.96 0. 54 Support 0.90 1.00 0.49 b comb g3 112 84 Length 1.17 2.59 0.50+ Min req'd 1.17 2. 54 •` 0.50• cb 1.00 1.15 1.00 Cb min 1.00 1.15 1.00 Cb support 1.11 1.11 1.11 Fc au 625 1 625 1 625 'Minimum wing length selling used: 117 far and supports "Minimum bearing length governed by the required width of the supporting member. B3 (PSL) PSL, PSL, ZOE, 3-1/2"x9-1/2" Supports: All . Timber -soft BeamD.FIr-L No.2 Total length: 20.07'; Clear span: 11.845. Ti173. volume - 4.6 cu.O. Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal .is Value Des1 n Value Unit An IL Deal n Shear V 160 FV 314 ps Ev Fv = 0. 8 Bending(+) fb - 2137 Fb' - 3236 poi fb/Eb' 0.66 Bending(-) fb = 1793 Eb' = 3236 psi Eb/Fb' 0.55 Live Defl'n 0.22 L/660 0.40 L/360 in 0.54 Total Defl'n 0.37 L/364 0.60 L/240 'in 0.62 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci C. LCjI Fv' 290 1,15 - 1.oB - - - - 1.00 - 1.00 2 Eb'+ 2900 1.15 - 1.00 0.946 1.03 - 1.00 1.00 - - 3 Fb'- 2900 1.15 - 1.00 0.946 1.03 - 1.00 1.00 - - 2 Fep' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Sheer : LC g2 D+S, V max - 3030, V design 3543 Its Banding(+): LC 43 D+S (pattern: S.), M - 9374 lba-ft Bending l-I: LC g2 D+S, M - 7865 lbs-ft Deflection: LC 93 (live) LC 93 (total) D-dead live S=anon Wwind I=lapact Lr-roof live Lc-concentcated E=earthquake All LC's a e listed in thAnalysis output oe Load Pattern.: s=S/2, %!L+S r L+Lc, _.-no pattern load in this span Load combinations: ASCE 7-10 / TBC 2015 CALCULATIONS: Deflection: EI 500e06 lb-in2 "Live" deflection - Deflection from all n n-dead loads (live, wind, anow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 12.00' Le 22.06' RB 14.3) Lu based on full apart Lateral stability(-). L. - 12.00' Le = 22.06' RB = 14.31 Lu based on full span Design Notes: 1. Wood Works anafysls and design are In accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Oeslgn Supplement. 2. Please verify that the default deflection limits era appropriate far your application. 3SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. Z Size factors vary from one manufacturer to another for SCL matedels. They can be changed In the database editor. S. FIRE RATING: LVL, PSL a.d LSL are not rated for Ore endurance. 17, COMPANY PROJECT Woodworks' Mar. 27,201911:45 53 PSL SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type Distribution Pat- tern Leeatlen (ftl Sta ct End Magnitude Start End unit wd Dead Full Area 5. 0018. 0 ) paE wa Snow Full Acea 25. 0019.DD'I psf pd Dead Point 6.04 1100 lba P. Snow Point 6.04 1300 lb a Self -wet ht Dead Full UOL 15.6 pIf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 12'-0.90' unfactored: Dead Snow 1368 1858 1368 1050 Factored: Total 3227 3227 Bearing: Capacity Beam 3227 3227 Support 3457 3457 Dea ratio Beam 1.00 1.00 Support 0.93 0.93 toad comb k2 02 Length 0.98 0.98 Min req'd 0.98 1.11 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 F 625 625 B3 (PSL) PSL, PSL, 2.0E, 6-114"xe-1/2" Supports: All - Timber -soh Beam, D.FIr-L No.2 Total length: 12'-0.98-; Clear span: l V-11.020; volume - 4.2 WA. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: criterion Anal sis Value Deal n Value Unit Anal sls/Deli n Shear fv 8 Fv' - 9 psi £v Ev Bendingl+l fb = 2012 M. = 3366 psi fb/Eb' a 0.60 Live Defl'n 0.23 L/620 0.40 L/360 in 0.58 Total Defl'n 0.41 = L/353 0.60 L/240 in 0.6B Additional Data: FACTORS: F/E(ps1)CD CH Ct CL CV Cfu Cr Cfrt CS Cn LCx Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Eb'+ 2900 1.15 - 1.00 0.984 1.03 - 1.00 1. 00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E. 2.0 million - 1.00 - - - - 1.00 - - 2 Dniny' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear , LC 112 D+S, V nut% 3214, V design : 2934 lb. Bending(+!: LC 82 O+S, H : 13241 lbs-Ct Deflection: LC A2 = D+S (live) LC 12 = 0+5 (total) n=dead Lalive Sasnow Wind 1=impact Lr-roof live Lc=concentrated E-earthquake An LC's a e listed in the Analysis output Load Pattern: aeS/2, x=L+s or L+Lr, -no pattern load in this span co Load mbinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 750e06 lb-in2 "Live" deflection Deflectlon from all --deadloads (live, wind, snow...) Total Deflection - 1.00(Dead Load De L1<ctionl + Live Load Deflection. Lateral stability(+), L.- 12' Le 22'-0.W Re - 9.6 Design Notes: 1. Wood Works analysis and design are In accordance wtth the ICC International Building Code (IBC 2015), the National Design Speclhcallon (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deffedlon limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. Far final member design contact your local SCL manufacturer. 4. Size factors vary from one manufadurer to another (or SCL materials. They can be changed In the dalsbase editor. 5. FIRE RATING: LVL. PSL and LSL are not rated for lire endurance. .......... .... . ......... IDA .......... ......... V- Di .... ........ w A ... .... .. "U 4 ........... . ............ . ..... ..... x 1?/r, est., ..... ..... ------- . ... .. .... .... ... . .... .. . ...... . ... . . v ....... . ........ . --7 7 14 ... . ........ J! 1 Cie- ........ ........ E . ...... . . W ..... ... . .. .... ....... T-,-TT .............. 7i Z. z . .. I ... . ...... b r� Z. 5 'ps ......... .... ... . .. . . ....... ........ H rkI - . .. . .......... )z 01 i ti ... . ... ..... 4--L— -------- I . . . ..... . ...... . ...... .. ............ . ....... . .. ...... . . Description By Date -r/ F Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com v " T-A r" 6;�t 46 S) P P`i 0S0 COMPANY PROJECT WoodWorks Feb. 26, 201910:07 B4 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet woodworks Slzer 11.1 Loads: ad Type Distribution Pat- Location (ftt Location Magnitude Unit tern rt End Start End F-d Dea FL Acee Ho 15. 0018.00') psfSnaw Full Area Yea 25.00(8. 00')pat lf-xei ht Dead Full UDL No 15.0 if Maximum Reactions ((bs), Bearing Capacities jibs) and Bearing Lengths (in) : 20.042' Oaf aotored• Dead Snow 655 998 1744 2583 306 589 Factored: Total 1653 4327 695 Bearing: Capacity Beam 1719 5340 1719 Support 1136 4327 1036 Des ratio Beam 0.96 0.81 0.52 Support D.90 1.00 0.49 Lead comb p3 172 R4 Length 0.50• 1.16 0.50' Mln req'd 0.50• 1.18•• 0.50• cb 1.00 1.32 1.00 Cb min 1.0o 1.32 1.00 Cb support 1.07 1.07 1.07 Fc su 625 625 625 'Minimum bearing length selling used: WX for end supports "Minimum bearing length governed by the required wldih of the supporting member. B4 Timber -soft, D.Fir-L, NO.2, 6x12 (6.112"x11-1/2") Supports: All - TlmbersoR Beam, D.FIr-L No.2 Total length: 20.04'; Clear span: 11.93', 7.93% volume - 8.6 cu.fl.: Beam and stringer Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using Nos 2015 Criterion Anal aia Value Design Value Unit Analysis/Design Shear fv = 49 Fv' - 19 psf fv Fv' 0.2 Bending(+) a= 4o0 Eb' = 995 psi tit/Fb' = 0.40 Bending(-) fb - 464 Eb. - 995 poi fb/Fb' = 0.41 Live Del1'n 0.06 = <L/994 0.40 = L/360 In 0.15 Total Defl'n 0.10 = <L/999 0.60 = L/240 in 0.36 Additional Data: FACTORS: F/Elpsi)CD CH Ct CL CF Cfu Cr Cfrt Ci Cn LCk Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1. 00 1.00 0. 999 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 875 1.15 1.00 1.00 0.989 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 2.3 million 1.00 1.00 - - - - 1.00 1.oO - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear LC g2 - D+S, V max 2401, V design = 2064 Los Bending(+): LC 93 = D+s (pattern: sa), M = 4043 lba-ft Bending(-): LC 62 m D+9, M = 4690 lbs-ft Deflection: LC q3 = (live) LC M3 - :total) D=dead 11ve S=ow .J.-d I=impact L-roof live L-oncentrated E-earthquake All LC's)rare lsnisted ian the Analysis output Load Patterns: s S/2, X=L+S or L+Lr, --no pattern load in this span Load combinations, ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EL-906e,06 lb-Sn2 "Live" defleetion = Deflection from all non -dead loads (live, wind, Total Deflection - 1.00(Dead Load Deflection) + Live Loed Deflection. Lateral stability(+): Lu 12. 00' Le = 22.44' RB = 10.1, Lu based on full span Lateral stability(-): Lu - 12.00' Le - 22.44' Re = 10.1; Lu based on full span Design Notes; 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Destgn Supplement. 2Please verify that the default deflection limits are appropriate for your application. i Confinuous, or Contllevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and otherspans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 14 COMPANY PROJECT PROJECT WoodWorkso Feb.27,20B4PSL SOITIVAREFOR WOOD Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load I Type Distelbutlon Pat- Location (ftl Magnitude Unit Ce rn Start End Start F_:d wd Dea EU Acea No 15.0018. 0'1 psf ua snow lull. Area Yea 25. 00 Ie . 00') psf Self -wet ht Dead lull UDL No 10.4 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20.052' 12' Unfactored: Dead snow 634 1000 16B4 25B3 296 589 Factored: Total 1634 4268 B85 Bearings Capacity Beam 1634 4675 1094 Support 1809 4268 1211 Des ratio Beam 1.00 0.91 1.11 Support D.901 1.00 0.13 Load comb #31 p2 44 Length D.75 1.76 0.50• Min req'd D.75 1.76•• 0.50• Cb 1,001 1.21 1.00 Cb min 1.00 1.21 1.00 Cb support 1.11 1.11 1.11 Fc sup625 625 625 'Minimum bearing length selling used: 112" for end supports "Minimum hearing length governed by the required widih of the supporting member. B4 (PSL) PSL, PSL, 2.0E, 3-1/2"x9.1/2" Supports: All - Tlmber-soft Beam. D.F(r-L No.2 Total length: 20.05% Clear span: 11.895% 7.908 ; volume - 4.6 w.ft. Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal ais value Desi n value Unit Anal sis/Desi n Shear fv - 9 Fv' = 339 ps fv Fv - 0.28 Bending(+) fb - 909 Ec' - 3236 psi fb/lb' - 0.28 Bending l-1 fb = 1054 1b' = 3236 psi fb/tb' 0.33 Live Oefl'n 0.11 - <L/499 a.40 L/360 in 0.26 Total ➢efl'n 0.19 - L/816 0.60 - L/290 in 0.29 Additional Data: FACTORS: F/E(psl)CD CM Cr CL CV Cfu Cr Cfrt Cl Cn LCII Irv, 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - I.00 0. 946 1.03 - 1.00 1.00 - - 3 lb'- 2900 1.15 - 1.00 0.946 1.03 - L.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.D nLliion - 1.00 - - - - 1.00 - - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Sheaf : LC p2 D+S, V max = 2366, v design 2083 Its Bending l+): LC q3 D+S (pattern: Sa), N 3989 lbs-fe Bantling l-1: LC p2 D+S, M 4625 lbs-ft Deflections LC 03 = (live) LC p3 (total) D-dead L-live S-snow W-wind I=impact L-cof live Lc -concentrated E-earthquake All LC'e ate listed in the Analysis output Load Patterns: s-3/2, x=L+S or L+Lr, -no pattern load in this span Load corbinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 500e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, a ow.-) Total Deflection - 1.001Dead Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu - 12.00' Le 22.06' RB 14.3, Lu based on full span Lateral stability(-): Lu - 12.00' Le - 22.06' RB - 14.31 Lu based on full span Design Notes: 1. Woodworks analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015). and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design Contact your local SCL manufacturer. 4. Size rectors vary from one manufaclurerto another for SCL materials. They can be changed In the database editor. 5. FIRE RATING: LVL, PSL and LSL ere not rated for rim endurance. 15 COMPANY PROJECT WoodWorks' Mar.27,201911:49 B5 SOFDFAREFOR WOOD DESIGN Design Check Calculation Sheet WQodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ftl Magnitude Unit tern Start End start End pd Dea Point 1. 8 1000 WD Dead Full Area 12.00112.00') psf WS snow FailAr<a 25.00112.00'1 I psf Self -Wei ht Deed Full UDL -lb. 8.1 if Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Lengths (in) 8'-8.7' Unfaor red: Dead SneW 1490 1312 837 1306 Factored: Total 2901 2142 Beating: Capacity Beam 2101 2142 Support 4786 3660 Dea ratio Beam 1. 00 1.00 Support 0.59 0.59 Load comb 02 42 Length 1. 98 1.51 I41n req'd 1.98 1.51 Cb 1.00 1.00 Cb mLn 1.00 1.00 Cb support 1.11 1.11 F au 625 625 135 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 8'-8.7': Clear span: W-5.22%volume = 2.4 w.ft. Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal sis Value Design Valuc Unit Anal sis/Deaf n Sheer a FV' 1 2 pa v Fv 0. 1 Bending)+) fb 804 9: 1048 psi fb/Fb' 0.77 Live DeF1'n 0.07 <L/949 0.29 L/360 in 0.-1 Total Defl'n 0.12 L/934 0.43 L/240 in 0.29 Additional Data: FACTORS: F/Etpsi)CD CM Ct CL CIF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.OQ - - - - 1.00 1.00 1. 00 2 Fb'+ 850 1.15 1.00 1.00 0. 979 1.100 1.00 1.00 1.00 1.00 - 2 F-P' 405 - 1.(10 1.00 - - - - 1.00 1.D0 - - E' 1.3 million 1,00 1.00 - - - - 1.00 1.00 - 2 Ent., 0.47 milliou 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC g2 - D+S, V max - 2765, V design 2305 lb. Bending(+): LC q2 - D+3, N - 4944 ibs-ft Deflection: LC g2 m D+3 (live) LC 02 - D+3 (total, DWead L=11ve S-snow W=xind 1=impact Lr roof live L-concentrated £-earthquake All LC 's a e listed in the Analysis output Load combinattons: ASCE 7-10 / 15C 2015 CALCULATIONS: Deflection: F., - 540e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, Wind, Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): L. - 8-6.94' Le - 16-9.56" RB - 13.6 Design Notes: 1. Wood Works analysis and design are In accordance With the ICC fnlemalional Building Code (IBC 2016), the National Design Spedflcallon (NDS 2015), and NDS Deslgn Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. Savm lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorkr5 O Feb. 28. 2011,10:03 e0 SOF IVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer Ill Loads: Load I Type I Diattlbutlen Pat- Location [ft1 Magnitude Unit tern state End Seact End cad Dead Fe" Ara- No 1 .Me. 0 1 psf wa Snow Full Ataa Yea 25.0018.00') paf self -cast ht Dead Full UDL No 12.4 if Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 14.024' 12, 14' Unfactored: Dead 175 1188 "'I'llSnow 1633 Factored: Total 1963 2715 Bearing: Capacity Beam 1963 3830 Support 2097 2715 Des ratio Beam 1.00 0.71 Support 0.94 1.00 Load comb #3 92 Length 0.57 0.74 Min ceq'd 0.57 0.74`• Cb 1.00 1.51 Cb n1. 1.00 1.51 Cb aupport 1.07 1.07 F 625 625 "Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one Support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Amnysls results for reaction from critical load combination. E16 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All -Timber-soft Beam, D.Fir--L No.2 Total length: 14.02'; Clear span: 11.945', 1.989; volume = 5.1 cu.R.; Beam and stringer Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2016: Criterion Anal aia Value Desi n Value Unit Anal aia/Deal n Sher fv - FV 9 pat fv Fv 0.26 Bending(+I it, = 835 Fb' 1006 pat fb/Fb' = 0.83 Bending( -I fb = 96 Eb' a 1006 psi fb/Fb' 0.in Deflection: Interior Live 0.18 - L/815 0.40 L/360 in 0.44 Total 0.29 L/497 0.60 L/240 in 0.48 Cantu. Live -0.09 L/262 0.13 L/18a in O.fiB Total -0.15 L/162 0.20 L/120 in 0.74 Additional Data: FACTORS: FIE(psi)CD CM Ct CL CF Cfu Cr Cfrt CS C. LCg Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.no 2 Eb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 075 1.is 1.00 1.00 1.a00 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - - 1.00 1. 00 - - E' 1.3 million 1.00 1.00 - - - - 1. 00 1.00 - 3 CRITICAL LOAD COMBINATIONS: sheet LC 02 - D+S, V max - 2050, V design = 1177 lbs Bending(+): LC 43 D+S (pattern: Ss), N e 5753 is Bendingl-1: LC F2 D+S, M - 665 Ibs-Et Deflection: LC 43 (live) LC F3 (total) D-dead tPlive S=snow W=wind I -impact Lr-raof live L-concentrated E=earthquake Al LC's a e listed in the Analysis Output i Load Pacts cns: s=5/2, X--L+S ar L+Lt, o pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 511e06 lb-in2 "Live" deflection - Deflection from all --dead loads (live, wind, snow.,) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design ere In accordance wlth the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default defleclion limits are appropriate (or your application. 3. Continuous or Canlllevered Beams: NDS Clause 4.2.5.5 requires that normal grading previsions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. t,7 I -L -o' Is li- -P sl� Ive 01 'v I F .... . .. ...... . ..... .... . . ..... . . ......... .. . .. ......... II LAI 8 M Ire a C i Vi i (5 A% � . . . ..... .. ... ....... . ..... ..... ... .. ....... ...... .... ... ...... ....... . .. _j . ...... ......... ....... Description By YVA L- Date ENGINEERING Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com I-t U N 1-A M C" /Z. I I) PV e- 15, o COMPANY PROJECT WoodWorks O Feb.26,201910:06 RJ1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Lceation Ift) Magnitude Unit tern Stare Bnd Start End I'dOead Full Area No 1 .0 29. 0") psf wa Snow Full Area Yes 25. 00 29.0") sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.656' 12' 13.8331 Maximum reaction an el least one support Is from a different load combination than the critical one for bearing design, shown here, due to K factor. Sea Analysis resu9s for readlon from critical load combination. RJ1 Lumber -soft, Hem -Fir, No.2, 2x10 (1-112"x9-1W') Supports: All -Timber-soft Beam. D.Fir-L No.2 Reef lolst spaced at 24V aJc; Total length: 13.8T; Clear span: 11.939'. IAUT; volume = 1.3 cu.ft. Lateral support: top- full, bottom- at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDs 2015: Additional Data: FACTORS: F/Elpsi)CD CH Ct CL C£ Cfu Cr Cfrt Ci Cn LCA 1V' 150 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Eb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 3 Flo - 850 1.15 1.00 1.00 0.453 1. 100 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1,09 1.00 - - - - 1.00 1.00 - 3 Fish' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 92 = D+S, V max - 491, V design 427 lhs Bending(+): LC 43 D+S (pattern: Sa), H - 1394 lbs-Et Bending(-): LC 02 = D+S, M = 134 lbs-ft Deflection: LC q3 = (live) LC R3 = (Coral) D-dead L-live S=anov W=wlnd I=impact L-roof live L-concentrated E=earthquake All LC's are listed in the Analysis output Lead Patterns: s-s/2, x-L+3 or L+Lr, o pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 =n CALCULATIONS: Deflection: EI - 129e06 lb-in2 "Live" deflection - Deflection from all non -dead loads Ilive, wind, s ow.-1 Total Deflection = 1.00(Deed Load Deflection) + Live Load Deflaction.n Lateral stability(-): Lu - 12.0W Is - 19.56' Be - 31.11 Lu based on full span F n Notes:rksanalysis and design are In accordance With the ICC International Building Code (IBC 2015), the National Design Spectfleallon (NDs 2015), end NOS Design Supplemenl. e verify Ihet thedefault denectlon limits are appropriate for your applicallon. nuousorCvered Beams:NDS Clause 4.2.5.5 requires that normal grading previsions be extended to the middle 2J3 of 2 span beams and to me full length of cantilevers and other spans. lumber be members shell be lalnrell sup rted acconfirg to the revisions of NDS Clause 4.4.1. Unfactored� Oead snow 177 29a 239 399 Eactoxed: Total 475 638 Bearing: Capaci[y Joist 475 63B Support 916 791 Dea ratio solat l.o0 1.oD suppocc 0.52 0.H1 Load comb 113 g2 Length 0.78 0. 67 MSn req'd 0. 78 0.67 Cb 1.00 1.56 Cb min 1.00 1.56 Cb support 1.25 1.25 Fc up 625 625 Criterion Analysis Value Oeei n Value unit Anal sLs/Deli n shear Ev = 46 FV' 172 psi v Fv' = 0.27 BendLn9(+) fb = 7B21237 psi fb/Fb' 0.63 Bending(-) fb = 75 Fb' Sfi0 psf fb/Eb' = 0.13 Oeflectlon: 0.38 = L/816 0.60 = L/240 In 0.29 Interior Live Total 0.28 L/516 0.80 L/1B0 in 0.35 Cantu. Live -0. 08 L/261 0.19 L/120 in 0.46 Total -0.13 L/166 0.29 = L/90 in 0.54 COMPANY PROJECT WoodWorks' Apr. 15, 2019 13:35 New Header SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWarks Sirer 11.1 Loads: i.oad Type Distribution Pat- Location IEt) 14agnitude Unit tern Star C End Start End D Dead Full Area 12. 00 (16. 0 1 P. s sr_ Full Area 25.00(16. 00') psf t Live Full Area 20.00(9.50') paf self-wei ht Dead Full UDL 5.2 plf Maximum Reactions (ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : s-tts Vnfactored• Dead Live Snou Factored: 502 484 1019 "1 484 1019 Total Bearing: 1630 1630 Capacity Beam 1630 1630 support 2785 2785 Des ratio Beam 1.01 1.00 Support D.59 0.59 Load comb 83 43 Length 1.15 1.15 Min req'd 1.15 1.15 Cb 1.00 1.00 Cb min 1.00 1.00 tb support 1. 11 1.11 Fc s 625 625 D Lumber -soft, Hem -Fir, No.2, 4x8 (3-112"x7414") Supports: All - T(mber-salt Beam, D.Fir-L No2 Total length: V-1.15'; Clear span: 4'-10.85; volume =0.9 cu.fl. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal sis Value Desi n Value Unit Analysis/Design Shear fv = 70 Fv� 17 psi fv Ew' = 0.41 Bending l+) Eb 7B2 tb' = 1254 psi fb/Fb' - D.62 ItDefl'n 0.04 - <L7499 0.17 Ll360 in 0.26 Total Oefl'n 0.07 = L/834 0.25 = L/240 in 0.29 Additional Data: FACTORS: F/E(pai)CD CN Cle CL OF CEu Cr Cfrt Ci C. LCM Fv' 150 1.15 1.00 1.00 - - - "DO 1.00 1.00 3 Fb'+ 850 1.15 1.OD 1.00 0.991 1.30D I.00 1. DO 1. 00 1.00 - 3 rep' 405 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 100 1,00 - 3 Hain' 0.47 million 1.00 1.00 - - - - 1.. 00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear : LC 83 = D+.751L+S), V max = 1599, V design - 1182 lbs Bending{+1: LC 03 D+.751L+S), F1 - 1999 lbs-ft Deflection: LC 83 = D+. 75(L+S) (live) LC R3 a D+.75(L+S) (total) D-dead L'Live Svnow Wwind I -impact Le -roof live Le -concentrated E=earthquake All We are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads ilive, wind, snow.-i Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 5' Le = 9'-11.56" RB = 0.4 Design Notes: 1WoodWorles analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. i Please verify that the default deflection limits are appropriate for your application. A v. r 00 0 ............ '.J . ..... Azi. 10 10 ....... ..... . . ......... . L ....... .. .. ..... .. . . ...... ..... ... ........ .... .. ..... .. ... . 12, M Z- elf . . . .. .. . .......... ...... . .. ........ ---- --- . . ....... ...... ............ .... .. -Z) 1+ . ....... . ... . ... . ......... . 4 . ...... ........... T' ...... ........ . . . . . .... . ...... .......... --------- L . ........... 'y . . . ........ 2 C— . . .......... T— -- -------- if . ...... ............. - - -- ---- .... .. . ..... ....... -T (116"1: lip. -f ........ . . ZOO 0 x . . .. ... ... 0/— . ....... ... i E . . . . .... ..... ... .. ....... Description By NAL Date 2,IXU 11'1 6, �A V i r ly o Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www,cgengineering.com A e-i e (L �9 D-53 . 10 WoodWorks" COMPANY PROJECT SOfr1YARfFOR WOOD DFSICN Feb. 26, 201910:09 FJ1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start end Start End wd Dea Full Area 12.00(12.0") psf wl Live Full Area 40:00(12.0") sE Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) i 19.068' Unfactored: Dead Live 114 381 114 381 Factored: Total 496 496 Bearing: Capacity Joist 496 496 Support 956 956 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb 92 N2 Length 0.62 0.82 Min req'd 0.62 0.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fc sup625 625 FJ1 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x lAM") Supports: All -Timber-soft Beam, D.FIr-L No.2 Floor]oist spaced at 12.0" c/c; Total length: 19.07; Clear span: 18.932; volume= 2.2 cu.ft. Lateral support: top= full, bottom= at supports: Repetitive factor applied where permitted (refer to online help); i WARNING: Member length exceeds typical stock length of 18.0 [ft] i Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n shear fv = 39 Fv = 150 psi Ev Fv' - 0.26 Bending(♦) fb - 890 Fb' - 977 1 psi I fb/Fb' = 0.91 Live Defl'n 0.51 = L/449 0.63 =. L/360 in 0.80 Total Defl'n 0.66 - L/345 0.95 L1240 in 0.69 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LG) Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 - D+L, V max = 494, V design = 443 lbs Bending(+): LC 02 = D+L, M - 2347 lbs-ft Deflection: LC 82 = D+L (live) LC 02 = D+L (total) D-dead L=-live S=snow W=wind 1=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 231e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the [CC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the defaull deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. ZI • ®Software n r r • Anchor DesignerT" Version 25.6326.1 Company'. Date: 2/262019 Engineer e: Pa 1/0 Project: Address; Phone: E-mail: 1.Proleot Information Customer company. Customer contact name: Customer e-ma0: Comment: Project description: Location: Fastening description: 2. Input Data d Anchor Parameters General Design methodACI 318-11 Units: Imperil units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (Inch): 0.500 Nominal Embedment depth (Inch): 3.500 Effective Embedment depth, h., (mrh): 2.560 Cade report ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h. (Inch): 5.42 c.. (Inch): 3.88 Cmh (inch): 1.75 S„e, (inch): 3.00 Load and Geometry Wad factor source: ACI 318 Section 92 Wad combination: not set Seismic design: No Anchors subjected to sustained tendon: Not applicable Apply en0re shear load at front now: No Anchors only reslstlng wind and/or seismic loads: No <Figure 1> k' Base Material Concrete: Normal -weight Concrete thickness, h (Inch): 8.00 State: Uncracked Compressive strength, f, (psi): 2500 IP,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement No Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear. No Ignore Bdo recrulrement Not applicable Build-up grout pad: No r Input data and results mutt be checked for agreement whh the mdrOng circumstances, the utuelaNs and guldeilnes must be checked for plausibility. Sknpson Se ;,-Tlo Company Inc 5950 W Las Posers Boulevard Pra9amon, CA 94588 Phone: 925.560.9000 FBa: 925.947.3871—trongee.com N N ®' Anchor DesignerT" a , _ Software Version 2.5.6326,1 • <Pigure 2> Recommended Anchor Anchor Name: Tlten HOO-1/2'0 711en HD, hnom:3.5" (89mm) Code Report ICC-ES ESR-2713 A T NNOMW Input data and —Ats must be chocked for ggreemmt wKh the t dsling circumstances. the standaNa and gukeellnes must be Necked far plausibility. Srlpcon Strong -Tie Compar y Inc. 5956 W Lea Posers Boulevard Pleasamon, CA 04598 Phone: 925.58a.9000 Free 925.647.31171 www.strnngde.eem ®' Anchor Designer'"' company Dale: 2 -019 Engineer. Page: 1314 Software project • Version 2.5.6325.1 Address: Phone: E-mail: a. Resulting Anchor Forces Anchor Tension load, Shear load X. Sheer load y, Shear load mmolned. N.. Ob) V_ Ob) V_ Ob) JNu..I'�N�«)' Ob) 1 0.0 0.0 15DO.0 1500.0 Sum 0.0 0.0 1500.0 1500.0 ®' Anchor DesignerTM Software Version 25.6328.1 k. A. On') Aw Ong %4x Wax Wgy1 N. Ob) / IV. Ob) 2.0 58.98 58.98 1,000 1.00D 1.DD0 4915 0.70 6881 Maximum concrete compression strahl r.): 0.00 Maximum tm ele mmpresslon stress (ps4: 0 Shear Factored Load. V. Ob) Design Strength, eve Ob) Ratio Status Resultant tension form Ob): 0 Steel 150D 4473 0.34 Pass Resultant compression form Ob): 0 Eccentricity of resultant tension forms In x-axis, a'w (Inch): 0.00 T Concrete breakout y+ 150D 2873 OSl Pass (Governs) Eccentricity of resultant tension forms In y-axis, e1w (Inch): 0.00 11 Concrete breakoutx- 1500 5177 0.29 Pass (Governs) Eccentricity of resultant shear forms in x-axis, e'w Onch): 0.00 Pryout 150D 6881 0.22 Pass Eccentricity of resultant shear forms in y-axis, e'w (inch): 0.00 112"0 Titen HID, hnorri (89mm) meets the selected design criteria. B. Steel Slrenath of Anchor in Shear (Sec. D.8.11 V. Ob) 0m_ 0 0e..0v..Ob) 7455 1.0 0.60 4473 S. Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.2) Sheer perpendicular to edge in ydireagon: Vy = m1n�7(1./d)°3Jd..LJP.Gr1d; ea.Jrc.r"I (Eq. D-33 & Eq. D34) 4 ON d. th) A. . (P64 a, (in) V. Ob) Z55 0.500 1.00 2500 5.33 4226 OV.y=0 (Aw/Aw) Y'wvKvKWv (Sec 14.1 & Eq. D-30) Aw(W) A-" Wr,v Kv KS Vey Ob) 0 OV.rOb) 96.00 128.00 0.925 1.400 1.000 4226 0.70 2873 Shear parallel to edge In y-direcffon: V.. • min]7(4/ d.)614d.4411e.,'1 ; 9a.Jre.rta1 (Eq. D-33 & Eq. D-34) I.On) d. On) .t. f. (Ps4 4' M) V. Ob) Z56 0.500 1.00 2600 5.33 4226 OVmr =0 (2)(Aw/A-) W.av V'. KW. (Sec. D.4.1 & Eq. D-30) A. On) A- On') W.av Yav Wnv V. Ob) 41 4Va Ob) 80.00 128.00 1.000 1A00 1.ODO 4226 0.70 5177 10. Concrete PmoutStrenath of Anchorin Shear (See, 13.6.31 OV. - /k.N. - /k..(Ax,/A-)Wax W. W-N. (Sec D.4.1 & Eq. D40) Input data end re6Wts must be chedrod foragreemant with oro exhting draon burr the standards and guid.RM must be &rocked for pieuslbllty. Simpson Strong.Tk Company Ina 5956 W Lae Poellaa Boulevard Pfeas6mun. CA 945W Phone: 925.560.9000 Fat 9US47.0871 w-,strengdecom N W 12, Waminos - Minimum spacing and edge distanm requirement of 6da per Act 318 Sections D.8A and Mill for torqued msl n-place anchor is waived per designeraptlon. - Designer must exerdm Duce Judgement to determine If INS design Is ..liable. - Rofer to manufacturers product literature for hole cleaning and Installation Instructlom, Input data and=Wts must be Naded foragreement with theetting Nnrmstaru the amndarda and guMdlnns must be Necked for pl 11,lhy. S'9npron Shcrlg-TIe Company Ina 5958 W. W PWtu Bovi-Al PleMnon. CA 9458E Phone: 92S.560.9000 Fac M.847.3871-.sbanpbe.mm HF Column & HF Sill Plate Capacity TABLE 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 ;HF Stud .. 5.149. o 4,121.- 3,311 . 2,693 2,224 1,862 1,579 1,365 1,176 . 1,028 906. . PSILL 4,7847. - - - - - - - _ 3 2x4 HF Stud . 9,220 7,723 6;382 5,281 .41-406 3,716 ; ,...,3466 -2,726 2,369 2,076 1,834 .. PSILL 6,910 6,910 - - - - - - - - - (d) 2x4 HF Stud .12,294 10,298 8;510. 7;041 5,875 4,953 4 221 : 3,636 3;159 2 769 2,445 PSILL 81505 1 81506 8,605 - - - - - - - - (2)'3x4 HF Stud. 10,245. . ' 8,581 7,091 6,868 4 896 4,128 3,518 3,020 2,632 2,307 2 038 PSILL 7,619 7,619 - - - - - - - - - �3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 61191 6,277 4,643 3;948 3,461 3,057 PSaL 10,631 10,631 10,631 - - - - - - - - .(2) 2x6 HF Stud 7-951 6,405 6,164 4,210 3,481 2,917 2,476 2,126 1,843 1,613 . 1,423 PSILL 7.618 - - - - - - - - - - (3) 2x6 HF Stud 16,730 ' 15,297 13,636 11,927 10,333 8,934 7,746 6,756 5,918 " , 5,221 4,634 PSILL 10,859 10,859 10,869 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19;614 17,764 15,003 14,146 12,558 113158 9,942 81891 . •• PSILL 13,365 13,366 1 3, 36 5 13,366 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9.009 7,286 5,993 5,006 41239. 31633 3,147 . 2,761. 2,426 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,T44 14,808 11;809 9,566 7;876 %583 6,677 4,782 4,142 3 622 3,193 PSILL 10,277 10,277 10,277 - - - - - 4x10 HF#2 23,562 18.71.7 .14,972 12,150 10-015 8,377 7,101 .6,090 5927.7 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - '66DF#2 19,695 18,889 17;995 16,908 15,659 14,315- 12,980 11,465 10,478- .9,401 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - .6x8 DP #2 25:830 24,899 ' 23,721 . 22,288 20.642 18;870 17,083. 151377 13,808 12,400 11,166 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - ` . 6x10 DF #2 28;621 27,790 26,739 25,4$0 23;929 . ..... 22,224 20,420 18,614 16,885 .:15,285 13;835 PSLL 20,604 20,604 20,604 26,604 20,604 20,604 - - - - - Description By NAL Date 02/26/19 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Z�I Project Huntamer Residence Job No. 19053.10 0 Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearing Wall Design Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall Use 2x Stud Grade @ ;.:.,. 16" o.c. for all Stud Walls Foundation Design Continuous Wall Footing Capacity: PSF 1_33`] Feet = 2660 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 2660 PSF Feet = 3.5 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 1.5 x 1.5 4.5 Kips 2 x 2 8 Kips 3 x 3 18 Kips 3.5 x 3.5 25 Kips Description Gravity Design By NAL Date 02/26/19 o Columns / Bearing Walls / Foundations Checked Date ENGINEERING Scale Sheet No. 250 41h Ave. South Suite 200 PrOjao1 Huntamer Residence Job No. Edmonds, WA98020 19053.10 215 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 15 Mean Roof Height (feet) hmea„= 8 Building Length (feet) L= 54 Building Width (feet) W= 74.5 End Zone Width, a (feet) a= 3.2 Figure 28.6-1 Roof Angle Angle= 22.0 Design Wind Pressure, P,30A N30A= 25.6 Figure 28.6-1 Design Wind Pressure, ps30e N30B= -2.6 Figure 28.6-1 Design Wind Pressure, Ps30c Ps30c= 17.58 Figure 28.6-1 Design Wind Pressure, ps30D PS30D= -0.73 Figure 28.6-1 Design Wind Pressure, P,30E Ps30E= -23.1 Figure 28.6-1 Design Wind Pressure, P,30F PS30F= -16.5 Figure 28.6-1 Design Wind Pressure, PAOG Ps30G= -16 Figure 28.6-1 Design Wind Pressure, ps30H N30H= -12.48 Figure 28.6-1 Design Wind Pressure, Ps30EOH ps30EOH= -32.3 Figure 28.6-1 Design Wind Pressure, P130GOH Ps30GOH= -25.3 Figure 28.6-1 Height/Exposure Adjustment, A A"a" 1.00 Topo. Effect Coeff., Kt K,t= 1.00 Vasd - VuR*d0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*ps30 =A*Kzt* s30*O.6 25.6 15.4 ps30A= ps30B= -2.6 -1.6 PAX= 17.6 10.5 ps30D= -0.7 -0.4 Ps30E= -23.1 -13.9 ps30F= -16.5 -9.9 ps30G= -16.0 -9.6 Ps30H= -12.5 -7.5 ps30EOH= -32.3 -19.4 Ps3ocoH= -25.3 -15.2 Description By NAL Date 2 26 2019 Checked Date Wind Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 7,6 Edmonds, WA 98020 Huntamer Residence 19053.10 fz Topo North AmericaTM 10 &`, t, ,q t+.ply W j�g. F%yl''•'4 `�s5-r t t { .F _ ( ; '�.i'� _ �� ;':,;r +✓•�� t .,G s� � a �, r ". j,,r>,,; r ! Perrinvllle'_TL e'2�1�. VY.rE•�: �., �i �p� .rrr ya. rli,�,y t 4°;•.: + ,3 4 ? r 31 at 4 r ' r �.< " � �1 � �� i111s-t•3.A '(1'C'i,JT ]fi: iF J'Z.1" li f C� ii >i' yY If� '1 !_ ,. t ` � ' t - �t'+fj I diw�[�,,�rlJr`-'{✓`(1 I � ^ • 1, ��i -7{ f '�Tfi�Y�� i M'�>y"�-�( ift H4 1�2Y•':i `.'s �i 4. yf'I!`• f nwood jll::.�i,.•%i�F1.�e.:4�;G�lf'4�1'. 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Topo North AmericaTM 10. www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 3 Seismic Analysis Design Per 2012 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: Ss = 1; 262 ` ' Lat. _ 000,0 r Short & 1-Sec Period Mapped S, _ 494„. , Long. = Q 000 Aceleration Parameters (MCE) SMs = FaSs = 1.26 Fa = 1 00;0 ASCE 7-10 (Eq. 11.4-1) SMt = F„Sj = 0.74 F„ ASCE 7-10 (Eq. 11.4-2) Sps = (2/3)Sms = 0.841 ASCE 7-10 (Eq. 11.4-3) Sot = (2/3)SMt = 0.494 ASCE 7-10 (Eq. 11.4-4) T. = Cth„" = 0.15 Ci = 0 02 ASCE 7-10 (Table 12.8-2) h, _ -15` `:'. ASCE 7-10 (Table 12.8-2) x R Factor (Light -Framed Wood Shear Wall) ASCE 7-10 (Table 12.2-1) IE Factor = 1 0 '; (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044Spsl = 0.037 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SpsIW)/R = 0.129 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SDIIW)/RTa = 0.499 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By NAL Checked Date 02/26/19 Date ENGINEERING 250 4th Ave. South suite 200 Edmonds, WA 98020 Sate NTS Sheet No. -, t project Huntamer Residence Job No. 19053.10 2/26/,A, )19- L1TCHazards by Location Search Information Coordinates: 47.7801387,-122.3770736 Elevation: 308 ft Timestamp: 2019-02-26T21:33:58.781 Z Hazard Type: Seismic Reference IBC-2015 Document: Risk Category: li Site Class: D MCER Horizontal Response Spectrum Sa(g) ATC Hazards by Location 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 1 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Name Value Description SS 1.262 MCER ground motion (period=0.2s) S, 0.494 MCER ground motion (period=1.0s) SMS 1.262 Site -modified spectral acceleration value SM1 0.744 Site -modified spectral acceleration value SDS 0.841 Numeric seismic design value at 0.2s SA SDI 0.496 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s F 1.506 Site amplification factor at 1.Os CRS 0.991 Coefficient of risk (0.2s) https://hazards.atcourcil,arg/#/seismic?lat=47.7801387&ing=-i 22.3770736&address= 112 Ab, . ........... X. . ....... . . No 5 AZE ... ...... ... ... ..... e-A P-41 -f ILI! D of- . ................... e 5iEA,�wAl A L .. .... .... . . .. . . . ... ........... I ROO. 0 .. ... . . ......... x, ... .. . ....... ... . . ............ .. ... ...... +1 !Is . ........... ....... ... lo .... . . . . ...... .. ......... . I-) I CTI 6,,j (WA ......... . .... .......... ..... ...... ..... — O>.ALIbAISS - le CK A J 1 XwRALIeb -iz SI5A A-A5 ...... ..... .. . . . . ......... x 14 ...... .... .... ........ ... —T$ Vits 4 V- .. .......... 161 s cri ..... . . E) MOW 5-10 .... ..... . . . ... ...... . . . . .... 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V Z Yw - Y FFw� W u II 3f 3 J ¢m UO W LLf7=- 0=- amU❑wLL r, - QmU❑w W (g=-� dm00W LL(7S-•� O � � oN Z �N•O _ p b ' ^ b •fib N W W N V � � � Loads: COMPANY PROJECT WoodWorkso SOFTWAREFOR WOOD DESIGN Mar. 27, 2019 11:35 Shearwall beam Design Check Calculation Sheet Wood Works Sizer 11.1 � Load Type Distribution Pat- Location (ft) Ma Unit tern Start End art End W Wrnd Fo nt 15.il 3000 its Self -weight Dead Full UDL if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : r 19'-0.79" >= 3 Unfactored: Dead Wind 77 576 77 2424 Factored: Total 392 1501 Bearing: Capacity Beam 709 1531 Support 1211 2617 Des ratio Beam 0.60 1.00 Support 0.35 0.59 Load comb N2 02 Length 0,50• 1.08 Min req'd 0.50• 1.06 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc sup625 625 Minimum bearing length setting used: 112" for end supports Shear wall beam Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 19'-0.79'; Clear span: 18'-11.21'; volume = 5.2 cu.ft. Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal is Value Design Value Unit Anal sis/Desi Shear fV 8 Fv' = 240 psi fv Fv = 0.24 Bending(+) fb = 900 Fb' = 1209 psi fb/Fb' 0.74 Live Defl'n 0.46 = L/495 0.63 - L/360 in 0.73 Total Defl'n 0.52 = L/434 0.95 = L/240 in 0.55 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 0.808 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - '1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - .6D+.6W, V max = 1524, V design = 1524 lbs Bending(+): LC $2 = .6D+.6W, M = 5536 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC 03 = D+.6W (total) D-dead L=live S=snow W=wind I -impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 540eO6 Lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stab illty(+): Lu = 19' Le = 34'-11.50" RB = 19.6 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 'k 2015 WASHINGTON STATE ENERGY CODE AND 2015 INTERNATIONAL RESIDENTIAL CODE RESIDENTIAL ENERGY AND VENTILATION SUBMITTAL FORM Applicant: Phillip "Skip" DeHennis Application #: Job Type: ❑ New X Addition Occupancy: 54 Single Family / Duplex ❑ Remodel Conditioned Square Feet: M7 ❑ Residential Care / Assisted Living / Adult Family Home Date:April 15, 2019 MINIMUM INSULATION REQUIREMENTS - These may need to be increased based on ENERGY CREDITS selected below. Rafter/Joist All Walls Walls Floors Over Slab GlazingU-Factor Door Vaulted Other Above Below Unheated On Vertical Overhead U-Factor Ceilings Ceilings Grade Grade Space Grade R-10 Cl Exterior OR 0.30 0.50 0.20 R-38 R-49 or R-21 R-15 Cl Interior OR R-30 R-10 R-38 ADV INT R-5 Cl + R-13 Batt OR R-21 Batt w/TB Slab Equivalent U-Factor 0.30 0.50 0.20 0.026 0.026 0.056 0.042 0.029 N/A PROPO SEDD 0.28 0.50 0.20 R-38 I R-38 ADV R-21 N/A rR-38 N/A All V = Uncompressed R-38 Over Top Plates & Entire Ceiling Area INT = 2x6 at 16" o.e. w/ R-10 Headers C1= Continuous Rigid Insulation TB = Thermal Break ENERGY CREDITS - See the Energy Credits descriptions on the back of this form and indicate which options will be used. Small Addition 0.5 pts required (Additions < 500 s.f.) Small Dwelling Unit / Medium Addition 1.5 pts required (Dwellings < 1,500 s.f. w/ glazing < 300 s.f., or Additions < 1,500 s.f.) Medium Dwelling Unit / Large Addition 3.5 pts required (All Dwellings not Small or Large, or Additions > 1,500 s.f.) Large Dwelling Unit 4.5 pts required (Dwellings > 5,000 s.f.) TOTAL POINTS = 1.5 ❑ la (0.5 pts) ❑ lc (2.0 pts) ❑ 2a (0.5 pts) ❑ 2c (1.5 pts) ❑ 3b (1.0 pts) ❑ 3d (1.0 pts) X 5a (0.5 pts) ❑ 5c (1.5 pts) ❑ 6 (0.5 pts) ❑ lb (1.0 pts) ❑ 1 d (0.5 pts) ❑ 2b (1.0 pts) ❑ 3 a (1.0 pts) ❑ 3c (1.5 pts) ❑ 4 (I.0 pts) M5b (1.0 pts) ❑ 5d (0.5 pts) VAPOR RETARDERS - Select the Vapor Retarder to be used at each location. CRAWLSPACE ® 6-mil Black Poly ❑ 3%2" Concrete Slab ❑N/A o Crawl Space) FLOORS 4-trail Poly ❑ Face Stapled Backed Batts ❑ Ext. T&G Plywood ❑ 6-mil Poly (Slab On Grade Floor) WALLS ❑ 4-mil Poly ❑ Face Stapled Backed Batts RVavor Barrier Primer* ❑ N/A > R-3.75 Rigid On Wall Exterior CEILINGS ❑ 4-mil Poly ❑ Face Stapled Backed Batts * Perm Rating < 1.0 j$ Vapor Barrier Primer* N/A 1 /150 Ventilation) ❑ N/A (> R-10 Rigid Above Roof Deck) ❑ N/A >_ R-10 S ra Below Roof Deck VENTILATION SYSTEM - Select a System Type and complete the Ventilation Rate calculation on the back of this form. Not Applicable (Additions less than 500 s.f.) VENTILATATION RATE = 75 CFM ❑ Whole -House Exhaust Fan with fresh air port (net 4 sq. in. minimum opening) at each habitable room. A timer operates an exhaust fan which pulls outside air through air inlets located in each habitable room. ❑ Integrated System with fresh air duct connected to return air duct of forced -air heating system. A timer operates the furnace blower and a motorized outside air inlet damper to distribute outside air through the heating ducts. ❑ Supply Fan with fresh air duct connected to supply air duct or return air duct of forced -air heating system, or other ducts. A timer operates a supply fan connected to an outside air inlet to distribute outside air through the heating ducts or other ducts. ❑ Heat Recovery System. A timer operates a heat recovery ventilator (HRV) to distribute outside air to habitable rooms through dedicated ducts. X Designed System per IMC with calculations and/or performance testing. Includes: ❑ Whole -house fan ❑ Fresh air ports Typically such systems must be designed, installed, tested, and balanced by a mechanical engineer or other HVAC professional. Continuously operating ventilation systems shall provide the minimum flow rates specified in Table M1507.3.3(1). Intermittently operating ventilation systems shall provide flow rates per Table M 1507.3.3(1) as modified by Table M 1507.3.3(2). AIR TESTING - These tests must be performed on -site with specialized equipment. ® Duct Leakage Test Required when space -conditioning equipment is installed, altered, or replaced (includin replacement of air handler, outdoor unit q air conditioner/heat pump, cooling or heating coil, orfurnace heat exchanger). So rat- ezc "" "° f p p g g fio s p, , ® Building Leakage Test Required for additions > 500 s f. and,new. construction. APR 17 2019 BU-3eX BUILDIING VENTILATION SYSTEM SIZING - Complete the Ventilation Rate calculation below. Table M1507.3.3(1) is based on continuous operation. The ventilation rate must be increased by the factors from Table MI507.3.3(2) if the system will operate less than 24 hours per day, as follows: Ventilation System Airflow Rate Requirement from Table M1507.3.3(t) cfm Ventilation Rate Factor from Table M1507.3.3(2) x = VENTILATION RATE TABLE M1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0-1 2-3 4-5 6-7 >7 (square feet) Airflow in CFM <1,500 30 45 60 75 90 1,501 -3,000 45 60 75 90 105 3,001 - 4,500 60 75 90 105 120 4,501 - 6,000 75 90 105 120 135 6,001 - 7,500 90 105 120 135 150 >7,500 105 120 135 150 165 TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORSa, b RUN-TIME PERCENTAGEIN EACH 4-HOUR 25% 33% 50% 66% 75% 100% SEGMENT Factors 4 3 2 1.5 1.3 1.0 a. For ventilation system run time values between those given, the factors are permitted to be determined by interpolation. b. Extrapolation beyond the table is prohibited. TABLE M1507.3.6.2 PRESCRIPTIVE SUPPLY FAN DUCT SIZING Supply Fan Tested CFM at 0.40" W.G. Specified Volume from Table M1507.3.3 1 Minimum Smooth Duct Diameter Minimum Flexible Duct Diameter 50-90 CFM 4 inch 5 inch 90-150 CFM 5 inch 6 inch 150-250 CFM 6 inch 7 inch 250-400 CFM 7 inch 8 inch ENERGY CREDIT DESCRIPTIONS To qualify for these credits the buildinp permit drawings shall specify the option(s) selected and shall specify all requirements OPTION I DESCRIPTION PTS I OPTION I DESCRIPTION PTS ] a EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 0.5 3eb HIGH EFFICIENCY HVAC EQUIPMENT: Closed -loop ground source heat pump; with a 1.5 R402.1.1 with the folowng modifications: Vertical fenestration U = 0.28, Floor R-38, Slab minimum COP of 3.3 OR Open bop water source heat pump with a maximum pumping on grade R-10 perimeter and under entire slab, Below grade slab R-10 perimeter and under hydraulic head of 150 feet and minimum COP of 3.6 entire slab OR Compliance based on Section R402.1.4: Reduce the Total UA by 5%. 1 b EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table ] ,0 3d HIGH EFFICIENCY HVAC EQUIPMENT: Ductless Split System Heat Pumps, Zonal 1.0 R402.1.1 with the following modifications: Vertical fenestration U = 0.25, Wall R-21 plus Control: In homes where the primary space heating system is zonal electric heating, a ductless R-4 Cl, Floor R-38, Basement wall R-21 ind plus R-5 Cl, Slab on grade R-10 perimeter and heat pump system shall be installed and provide heating to the largest zone of the housing unit. under entire slab, Below grade slab R-10 pernnetcr and under entire slab OR Compliance based on Section R402.1.4: Reduce the Total UA by 15%. j C EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 2.0 4 HIGH EFFICIENCY IIVAC DISTRIBUTION SYSTEM: All heating and cooling system 1.0 R402.1.1 with the following modifications: Vertical fenestration U = 0.22, Ceiling and components installed inside the conditioned space. AN combustion equipment shall be direct single -rafter or joist-vauked R-49 advanced, Wood flame wall R-21 int plus R-12 Cl, Floor vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet of return ducts R-38, Basement wall R-21 int plus R-12 Cl, Slab on grade R-10 perimeter and under entire and 5 linear feet ofsupply ducts tray be located outside the conditioned space. All metallic slab, Below grade slab R-10 perimeter and under entire slab OR Compliance based on ducts located outside the conditioned space moat have both transverse and longitudinal joints Section R402.1.4: Reduce the Total UA by 30%. scaled with mastic. If flex ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tool. Ducts located outside the conditioned space most be insulated to a minimum of R-8. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion heating equipment with AFUE less than 800/os not permitted under this option. I ds EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 0.5 5a EFFICIENT WATER HEATING: All showerhead and kitchen sink faucets installed in the 0.5 R402.1.1 with the following modifications: Vertical fenestration U = 0.24 house shall be rated at 1.75 GPM or less. AN other lavatory faucets shall be rated at 1.0 GPM Or less. 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on 0.5 5b EFFICIENT WATER HEATING: Water heating system shall include one of the following: 1.0 R402.4.1.2: Reduce the tested air leakage to 3.0 arc changes per hour maximum AND All Gas, propane m oil water heater with a minimum EF of 0.74 OR Water heater heated by whole house ventilation requacments as determined by Section M 1507.3 of the ground source heat pump meeting the requirements of Option 3c. International Residential Code shall be met with a high efficiency fan (maximum 0.35 wattslef n), not interlocked with the furnace fan. Ventilation systems using a fumacc including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on 1.0 5c EFFICIENT WATER HEATING: Water heating system shall include one of the following: 1.5 Soction R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum Gas, propane or oil water heater with a minimum EF of 0.91 OR Solar water heating AND All whole louse ventilation requirements as determined by Section M 1507.3 of the supplementing a minimum standard water heater. Solar water heating will provide a rated International Residential Cale shall be met with a heat recovery ventilation system with minimum savings of 85 ther.ns or 2000 kWh based on the Solar Rating and Certification minimum sensible beat recovery efficiency of 0.70. Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems OR Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters. 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on 1.5 5d EFFICIENT WATER HEATING: A drain water heat recovery unit(s) shall be installed, which 0.5 Section R402.4.1.2: Reduce the tested air leakage to 1.5 au changes per hour maximum captures waste water heat from all the showers, and has a minimum efficiency of 40% if AND All whole house ventilation requirements as determined by Section M 1507.3 of the installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units International Residential Code shall be met with a beat recovery ventilation system with shall be rated in accordance with CSA B55.1 and be so labeled. minimum sensible heat recovery officiency of 0.85. 3a HIGH EFFICIENCY I IVAC EQUIPMENT: Gas, propane or oil -fired furnace with 1.0 6 RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation per 0.5 minimum AFUE of 94%, OR Gas, propane or oiled -fired boiler with minimum AFUE of housing unit provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, 92% up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy 36 HIGH EFFICIENCY HVAC EQUIPMENT: Air -source heat pump with minimum HSPF 1.0 0179.0 Laboratory calculator PV WATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shalt document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. a. Projects using this option may not use Option la, Ib, or Ic. b. Projects may only include credit from one space heating option, 3a, 3b, 3c, or 3d. When a housing unit has two pieces of oquipment (i.e. two furnaces) both must meet the standard to receive the credit. Last Modified 7/1/16 1 GLN ERAL NOTES LINT; SAFETY NOTES (continued) FRAMING NOTES (continued Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/z" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 Ovide one operable escape window in the basement, habitable c and in each sleeping room meeting all of the following uirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is -not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/z -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"x0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized stee', stainless steel, siliccn 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 nominal blocking, or attachment to a rim board. 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3 (1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-1 Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"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 NOTES FLU M131N Ci N U l LN PlKL-KA hIJ UUN NTKU U 1UN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"00" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" 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, whiche-, er is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 Fixtures installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/z". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 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 IDraftstobs shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confirmation shall be provided upon completion of the structure. ,,, CN 2 ;. i I 1 I i 1 .3 I l Y Y I Y Y I i 1 I I' i • - s I `t /(3'REVft�T10�1$ tl$T P :':-)ABOVEFINIS ; FOR `ENGINEEROF RECORD P ' PANTRY ' A01 ALTER ADJUSTABLE I t (ALTERNATE- • Ei1: (E) 'EQUAL, ' {EXISTING _ PSL PG , -PARALLAM j . PIPE COLUMN AB ( ANCHOR BOLT EXT EXTERIOR PL or' PLATE PLY `..PLYWOOD-,.. .-'.. L". Z ANGLE FIN 'FINISH PSF 1 POUNDS/SQUARE FOOT ARCH j ARCHITECT : FIX: FIXED PREN(AN PREMANUFACTURED . AT FIXT 'FIXTURE PT. PRESSURE TREATED AWN jAWNING: : . FLR 'FLOOR - REINR REINFORCING BM:BEAM FT 'FOOT or FEET REQ i REQUIRED or REQUIREMENT BP BEAIYTI'OCKEi" FTC" 'FOOTING .._. R (' .._.... 'RISER of RAbius or BRNG i BEARING FON FOUNDATION : REFRIGERATOR BED j BEDROOM FRMG -FRAMING RD ROAD BLK BLKDN BLOCK Y iBLOCKDOWN: GAL GAR GALLON IGA.RAGE : RM RO ROOM - ROUGH OPENING - BLKG i BLOCKING GLB .GLUE LAMINATED BEAM SCHEP SCHEDULE `, - BbiT }BOTTOM' GS[ _fiUE5T S/W SHEAR WALL BO ' BOTTOMOp : GYP -GYPSUM BOARD; SHTd SHEATHING: BLDG ` BUILDING HE - HEM FIR $H1' SHEET C;. CABINET - HNGR HANGER SIM SIMILAR ASE i CASEMENT: :- HDR ,HEADER SIMP! •SIMPSON"BRAND - CLG CEILING i HGT HEIGHT - SPEC SPECIFICATION CENYERUNE HT- HEIGHT Sq SQUARE -- - ` CM: :CLEAR HD HOLDIJOWN STD i STANDARD CL ;CLOSET • HORIZ .HORIZONTAL STIFF! STIFFENER COL CONE.- ' COLUMN CONFERENCE; HB �HO$E BIB : 1 STOR STORAGE NSTR COWTROCRON HR INSUL HOUR "INSULATION or INSULATED STRUFT SUB STRUCTURAL SUBDIVISION or OONT .1 WNTYNLIOUS INTO - :INTERIOR ;'`SUBCONTRACTOR D :,. DRYER IRC .INTERNATIONAL; TNX THICK DTL :DETAIL RESIDENTIALCODE T&G TONGUE AND GROOVE DET j DETECTOR' : J$T- ' !JOIST TO D TO BE DETERMINED DIAG ' DIAGONAL. : KITCH ;KITCHEN TO TOP OF. ' DIA or !DIAMETER !i LAUN =LAUNDRY : TRAP TRAPEZOID j QIhA " 0IMEN4613 - UNDC;LINOLEUM T .. .. ..... _•. ''--TREAD O/W : DISHWASHER; L. _ UNEN TDL ' TRUE DIVIDED UTE OR DOOR LOE LOCATION TS. ! TUBE STEEL: ' DBLi DOUBLE MANUF MANUFATUREO or TYP I TYPICAL DF DOUG FIR - ,MANUFACTURER LION' UNLESS OTHERWISE NOTED DN OR :DOWN :DRAWER'"-- "MAX. M MASTER MAXIMUM-- LINO; UP- `"UP UNLESS NOTED OTHERWISE DS ! DOWNSPOUT MECH 'MECHANICAL VER VERIFY ETC. DROPPED TOP CORK MSL 'MICROLEAM VIE VERIFY IN FIELD EA i EACH MIN !MINIMUM - VSL 1 VERSALLAM ES� ;EACH SIDE: IN)- NEW - VERL{ .VERTICAL EW EACH WAY- N/A -NOTAPPLICABLE G VERTICALGRAIN EO EDGE OF: NTS :NOTTOSCA(E - -W -WASHER ELEV ELEVATION O.0 ON CENTER WIN . WINDOW 7 ENGR ;ENGINEER OPP OPPOSITE W/ I WITH - OSB ORIENTED STRAND. BOARD •A 1 SITE PLAN; SHEET INDEX, PROWECT INFO; • .... .- . A21 FLOOR PLAN - EXISTING & DEfYlO -{ A2.2 FLOOR.. PLAN - NEW; DOOR &WINDOW SCHEDULES GENER kC NO` M . _ A2.3 ROCP PLAN &.1 - RI'OR ELEC/ATIONS IGAI "FlifORMNESH .E)STL SECTION " Y ' 'A32 E iii.RIOR ELEVATIONS SECTIONS . SIA STRUCTURAL NOTES dL I N PLANNOTES I S2.1 FLOOR FRAMING & FOUNDATION PLAN 82.2 ROOF FRAMING m - • - - PLAN, SHEAR.WALLAND HOLDOWN SCHEDULES S3A FOUNDATION DETAILS 3 54.1 WOOD FRAMING DETAILS ROOF FRAMINGDETAILS U CO t$5.1 =THISPROJECTSHALL CONFORM TOTHE 20151NTERNATIO11NALRESIDENTIALCODE - 5� � " -- - `INTERNATIONAL, ~!'W-;EW -- _' '- '" • BUILDING CODE, 2015 WAOHINGTON'ENERGY'COQE PLUMBING -COD ANC-'-- - ''' • ' _ ' W' -- - 2015- MECHANICAL CODE AND AMENDMENTS . -; os E � 4' .THE LOT IS ESSENTIALLY FLAT IN THEAREA OF THE EXISTING HOUSE AND PROPOSED'ADDITION cm0 " - . - - - r GENERAL SCOPE; OF PROJECT =ONE-STORYADGITION I - OFF REAR OF EXIST)NG STRUCTURE - :CONVER1510 OF EXISTING GARAGE SPACE TO NEW HEATEOAREq ADDITION OF NEW COVERED ENTRY & COVERED PATIO SPACESLU Z' "'�'!01NNfSiS. - -: STRUCTURE -LOT DOVERAGE ALLOWED- I-• -• •.Y.-!�,•- .`:. o. KIM&NANCY HUNTAMER -. ; 3 %OF LOTAREA 30(61992=3407s, (FT, E (ADDRESS: 24114107TH PL W EDMONDS WA 98020 NEW STRUOTURH COVERAGE , W W CIDQ/S/T/R/SW-3627-03 .. PARCEL.00S64&D010ma. (N)ADDITION 1 = BOO S(,Ii,FT.-, ENTRY F � � :(N)AOVER'ED 0 84 SO. Fr. LOT2&ELOCKI_H K. SCHROEDEFj'S - 'N;COVERED PATIO n: 7 SO:FT.' o I REPLAT OF FOREST GLEN,ACCORDING TOITHETOTAL IN) LOT. COVERAGE _. 8285 ,FT.' _ PLAT THEREOF RECORDED IN VOLUME--EXSTING COVERAGE - ,15 OF PLATS, PAGES 25 AND',26, RECORD$ OF . (E) HOUSE :=1 593 SQ. FL: SNOHOMISH COUNTY, WASHINGTON Ems)DETACHED COVERED -DECK ;_• 1443Q.PT . ' ACREAGE:9,891 SQ. FT. (0.23 ACRES) TOTAL (E) LOTC- q RAGE- ='1 787 SO_ FT. i . ... ZONE: RS-8 ,SETBA.CKS 'TOTALSTRUCI'UF#ECOVENAGE; --2565SO FT.: W ., ,STREET 25 FEET 1 ., ; SIDES = 7.5 FEEL' 21585 SQ; FIT/ 9;992 SQ.:FI'. ` - 26% i REAR =15 FEET ! , ^I j BUILDING HEIGHT CALCULATIONS f :WALLS &WEEDS. INC PHILLIP "SKIP" DEHENNIS A 100' ; 10010 EDMOND$ WAY#C2MEDMONDS, WA 98020 R-:100' : 425 590-5381 : - 0 :100, - '�✓ U .: ..... _ .. -.... .... .. ... _ -. .. _ D .100 . ..... .i ..: ... ._ _. .:. AVERAGE GRADE=10000!..... .. .... PR POSED FiEIG ,=118.75! - MAXALLOWED HEIGHT =125.061. 06 _ i , ALL WORK SUBJECT TO FIELD INSPEC-rION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE OD 9 P1.F, 141 r� CITY OF EDMONDS BUILDING. DEPARTMENT WORKA . 4 n )�'e ADDRESS Z pL OWNER _P_ 2_ APPROVED DATE: BLDG. OFFICIAL: F PERMOT NUMBER _LD�OJ�7, '3 Ca (Q,0 Y RECEIVEM APR 17 2VO BUILDING Lu cc o z () 0 !_ w o EN ui N Ya JVvi3 Iz33 W Q .ocoo . to °� wct o Uw Nw U tCi OC Q I 4 ®' 641.11710 Q 31." wlpte gj O I PV1tivP�� 3I�Ly r �0��? �. I_:�. tZ�Vdl gin PAP`I'D I I��I� I`PMI4Y �,//PI`�-Nilt-v✓/..:.. ZI,Ir��l _.... h MIN1-0 IV id ITIr I bs - a 7 /r3 / L. N 00. F0- I : : P'Q&14 INT—rO, OJN) WI-U+ W/(g \mau I _ RkMP .P¢WN A- V k(/'�' f1 P�-�A ,. � PININU U�/IIJI> LI N Wr�rl�r1 CN'-Y 04 SYMBOLS SCHEDULE 11_0, `J I cFli pal�ll fala = &00 S& Pi' LI`/INf> ^(4Q. Lot r f "NVEF-SIGN = 337 --,61 Fr uV INv ^WA- 9'. 0 EXISTING CONSTRUCTION W) 60\,(xw nNsfi � e I I o - %fib SQ rr TO REMAIN IOT -(0) HffTtf7 P019� -ENIIIIIIIIIIIIIIi NEW CONSTRUCTION - - - DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION ' SUPERCEDES GRAPHIC INFO. GENERAL NOTES ' 1. THIS PRCJECTSHALL CONFORtd TO. THE 20151NTERNATIONAL RESIDENTIAL CODE WITH WASHINGTON STATE AMENDMENTS. 2. PROVIDE 100 OFM EXHAUST FAN AT KITCHEN AND 50 DFM EXHPU/S`T(FANS AT LAUNDRY ROOM, M BATH, POWDER AND BATH 1. S I0w 3. VERIFY LOCATION AND QUANTITY OF FIXED VERSUS OPERABLE WINDOWS WITH OWNER PRIOR TO ORDERING. 4. PROVIDE SAFETY GLAZING WHERE MARKED AS O AND AS PROVIDED BY CODE. S. ALL GLAZING IN DOORS AND SIDELITES ASSOCIATED WITH DOORS TO BE SAFETY GLAZING 6. PROVIDE SMOKE DETECTORS WHERE INDICATED AS VERIFY/ADD SMOKE ALARMS PER IRC R3141315 EE 7. PROVIDE CARBON MONOXIDE DETECTORS WHERE INDICATED AS VERIFY/ADD CARBON MONOXIDE ALARMS PER IRC R314/315 ENERGY NOTES 1. ENERGY CREDITS REQUIRED = 1.5 POINTS (ADDITION UNDER 1,500 SD. FT.) CREDITS SELECETED 5a. EFFICIENT WATER HEATING: All showerhead and kitchen sink faucets Installed In the house shall be rated at 1..75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less. 58. EFFICIENT WATER HEATING: Gas, propane or oil water heater with a minimum EF of 0.74 (1.0 POINTS) 2. EXISTING MECHANICAL SYSTEM.IS A FORCED AIR SYSTEM WITH AN ON DEMAND, GAS FIRED WATER HEATER- . . LIGHTING NOTES 1. A MINIMUM OF 75-A OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS. 2. ALL EXTERIOR LIGHTING SHALL BE HIGH EFFICACY LUMINARIES. VENTILATION NOTES 1- CONNECT NEW LIVING AREAS OF ADDITION TO EXISTING WHOLE HOUSE FAN OR PROVIDE NEW WHOLE HOUSE FAN AS REQUIRED. DOOR SCHEDULE MARK NOMINAL. SIZES JAMB STYLE MATERIAL HARDWARE - REMARKS i - mx" 6-9/16 IN -SWING VERIFYWI OWNERS KEYED ENTRY 2 12-0X6-8 DOUBLE SLIDER 3 6-0X6-6 SLIDER 4 2-6x63 N/A POCKET PRIVACY 5 3-0x6-8 4-9/18- SWING 6 1 3-0 x 6-8 7 3-0 X 6-8 . 8 VERIFY N/A BARN DOOR VERIFY 9 2-8 X6-6 4-9/161 SWING PRIVACY 10 2-6X63 N/A POCKET FLUSH PULLS 11 2-4x6-8 4-9/16 SWING P IVACY NOTES 1 CENTER ALL DOORS ON WALLS OR 6" FROM WALLS U.O.N. ON PLANS (VERIFY W/ OWNERS) 2 FULL LITE EXTERIOR DOORS TO HAVE U =.28 OR LESS 3 OPAQUE EXTERIOR DOORS TO HAVE U =.20 OR LESS 4 ALL U VALUES TO BE NFRC CERTIFIED 5 ALL GLAZING IN DOORS AND SIDELITES ASSOCIATED WITH DOORS TO BE SAFETY GLAZING WINDOW SCHEDULE MARK NOMINAL SIZE STYLE MATERIAL U FACTOR QUANT REMARKS A 2-0x 3-0 SINGLE 'HUNG VERIFY W/ OWNER .280R LESS 3 5-0x 3-6 SLIDER 2 4-0x 3-0 2 2-9x2-9 SLIDER EXISTI G E 1 REUSE (E) WINDOW FROM OLD KITCHEN [NOTES: 5-3x 4-3 „ 2-9x1-10FROM BATHROOM 2-0x 2-0QUANTITY -OR VERIFY LAYOUT AND W/O NER - 1- SEE EXTERIOR ELEVATIONS FOR OPERATION OF OPERABLE UNITS 2 :U-VALUES TO BE NFRC CERTIFIED 3 PROVIDE SAFETY GLAZING AT WINDOWS MARKED A '; AND AS RED. BY CODE 0 0 CW 4Z f.? — On Z W Z� = Q a k =a V N Date 1� argil."11 Revisions �EWED APR 17 20 A, P. i;!. BUILDING aota m Z. om�N3. w G� z r 1 � a-3' S Z Z'. z C O z w �o z .. oPHWPJ. �' pia �.� REMSPERED ARMECT -STATFOf95;.iiNQ6]W H U N -TAMER Wads & Weeds, Inc. RESIDENTIAL ARCHITECTURE A D p_I T I O N & LANDSCAPE DESIGN ARCHITECTURE 10016 Edmonds Way Suite C229 Edmonds WA 98020 24114107TH PL W EDMONDS WA 98020 www.walisandweeds.com 425 599-5381 FHr -'-Y 6LE- II ON Mt--S Z DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. Fes" Wo rr o � m Z U0 M N W O� \ = Q eV w d" Q Q Q $ BUY �3 Q c z W J Z33 0 .o w�^ 0 v, 0 W o 0 W NU Lu — 06 cl) 0. 0 N O 0 W Z m p �. 0 z Q I— 0 F- uj o Z � � _a a . a N Date is a�PPal�zv�q Revisions RECEIVED APR 17 20 1�`h BUILDING 6�,T—1 0 - TYPICAL CONSTRUCTION SYSTEMS • PITCHED ROOF OVER NEW -ADDITION COMP SHINGLE ROOFING - ICE & WATER SHIELD - - - - SHEATHING PER STRUCTURAL SPECS TRUSSES OR JOISTS PER PLANS AND SPECS PITCHED ROOF OVER EXTERIOR SPACE A= 38 INSULATION(MIN). (PROVIDE R�38 INSULATION FULL DEPTH COMP SHINGLE ROOFING ICE &WATER SHIELD - - OVER EXTERIORWALL AT TRUSSES)- - INTERIOR FINISH -Y"SHE TROCK W/ SHEATHING PER STRUCTURAL SPECS RAFTERS PER PLANS AND SPECS , TEXTURE & PAINT PER OWNER FINISH SOFFIT'PEROWNERS ' EXTERIORFINISH- SOFFIT' W/ CONT. VENT STRIP W/INSECT SCREEN PAINTED POSTS &BEAMS (VERIFY SOFFIT MATERIAL W/OWNERS) _ NEW EXTERIORWALLS- FIfig. SIDING PER ELEVATIONS BUILDING WRAP' SHEATHING PER STRUGT SPECS _..... _ _,.__ __. _rl L, 2 X 6 INS ATI ie" O.C. 2 X 6INSULATION (VERIFY TYPE OF INSUL WITH OWNER) ! _ - I"Ilwl� ' W SHEETROCK W/ TEXTURE & PAINT J Z /�T'jT7i PkEP I "G< CM IfJ� s FoR-v� TiCAI ION ^� _T NEW FLOOR AT ADDITION - FINISH FLOORING PER OW NtR SHEATHING PER STRUCTURALSPECS .. JOISTS PER PLANS AND SPECS R = 381NSULATION (MIN) OVER CRAWL SPACE (VERIFY TYPPE OF INSUL WITH OWNERS) .INTERIOR WALLS. Yz" SHEETROCK W/TEXTURE & PAINT 2 X'STUDS @ 1S" O,C, PROVIDE SOUND INSULATION IF REQUESTED BY OWNERS. VERIFY LOCATIONS sELTi o N R �f� Elx-ll-fi,oN (v/n, z DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. u o � o Z Ua N ' OS Wo� Q E LIj 0_ N EE p m Q Qcm Y NO Q CO ZZ3 Q J E °6. ui o C U W C �N U 06 U) (� vate - IS Revisions APR 17 2019 A..P... ; BUILDING STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF FLOOR REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (FY = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAYBE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP 12 PSF WELDED WIRE FABRIC 12" AT SIDES AND ENDS. 12 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITE CLASS ASSUMED D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.262 AL RESPONSE ACCEL ONE SECOND SPECTRAL (Sa 0.494 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL 0.841 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.496 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IE) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0• SEISMIC RESPONSE COEFFICIENT (C3) 0.129 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. BASE SHEAR (V), V = C3W = W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE B Kn 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS FOUNDATION BEARING CAPACITY VERIFICATION X CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS X HOLDOWN PLACEMENT % NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: NOT AVAILABLE ATTIME OF DESIGN ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBIECTTO SITE CONDITIONS AND MUSTTHEREFORE BE ESTABLISHED BYTHE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BYASTM TEST METHOD D3557-00. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS Wd AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT MAXIMUM TYPE EFCONSTRUCTION, f'c WATER/CEMENT CONTENT PER CUBIC SHRINKAGE STRAIN RATIO YARD • ALL CONCRETE 1 3000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. . PROVIDE 3000 PSI DURABILITY REQUIREMENTS. 2500 PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECNON IS NOT REQUIRED. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. - REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED RFI nw. Pc = 2500 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE OTHER TOP BARS BARER ALL BARS TOP BARS BARS ALL BARS #3 24 18 9 30 23 12 #4 31 24 12 41 31 15 #5 39 30 15 51 39 19 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #5 BARS AND SMALLER 11/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS - 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALLSTART A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATERTHAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS ATALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPTAS NOTED. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH W WPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR 'STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMSAND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD US. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING CENFMIIF All NAIICr.IIF ()IITnN DI-cue..0 annn.n.n..c..u. cec n.nTcn nruceu,.ec nun e.,n„ MEETOR EXCEEDTHE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH Bd COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 W SHANK 12d COMMON 0.1480 31/4" SHANK 16d COMMON 0.1620 31/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" Q x 31/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS; OR BOLTS IN EACH MEMBER. INSTALLSOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED UNTREATEDCCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHERPT WOOD G90 X X X G185 X X X X X X HOG X X X X X X STT300 X X X X X X X X UJU = U:VUUL. OF LINL: PEK SQUARE FOOT OF AREA G 185 =1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO.12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fe (PSI) BEAMS &POSTS (d <9.1/2") LSL 1.3E 1,700 425 1,835 RIMS 8 BEAMS(d 291/2") LSL 1.55E 2,325 310 - BEAMS &POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS(d 291/2") PSL 2.2E 2,900 290 TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. PRE -MANUFACTURED WOOD TRUSSES WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 PROVIDE TEMPORARY BRACING UNTILSHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS, REFER TO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF. TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. IN ADDITION TO THEIR SELF WEIGHT, ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 5 PSF AND ABOTTOM CHORD DEAD LOAD OF 7 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL AND MECHANICAL DRAWINGSFOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS. TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TOTHE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE WITH 5/81NCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS NOTED OR DETAILED OTHERWISE, REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. 3. ROOF AND FLOOR FRAMING PROVIDE 11 2" BLOCKING FORJ015 / TS AND RAFTERS AT ALL SUPPORTS AND AT '- 8 0" OC MAXIMUM INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALLSHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT W OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN I/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAINS/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO.13 GAUGE x 15/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE: FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. _ CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. C � ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ♦l G. 01C W G 7�F� 4F �o f4•a'Cy - "9L33jr� �`SIOIVAL OA/ 15/ 19 i ti Z O co In E- U 2 0 W w o a DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 19053.10 DATE: 04/15/19 0 Z N 0 J 00 c = Q a LL) O Q 0 Z 2 N LL1 SHEET: S1.1 2oVE:D V) W 1- 0 Z BUILDING I% = I I'ON 0 wool- M191, Fay 4r,,-r00 fl A-0 CRAWL SPACE VENTILATION CAL REQUIRED AREA = 800 SQ. FT./ 180 = 4 SQ. Fr. §76 SQ. IN. TYPICAL FOUNDATION VENT DO NOT SCALE DIMENSIONS FROM 878 SQ41N. 84 S�GINR=8.9 VEN SINNENT DRAWINGS. WRITTENINFORMATION. PROVIDE(7) FOUNDATION VENTS IN CRAWL SPACE SUPERCEDES GRAPHIC INFO. SYMBOLS SCHEDULE FOOTING OR PAD - STEM, BEARING OR SHEAR WALL m POST BELOW ❑ POST ABOVE ® POST ABOVE & BELOW 0 BEAM 2x or I -JOIST FRAMING PREMANUF _ TRUSSES SHEAR WALL A CALLOUT HOLDDOWN O CALLOUT J L HANGER ---------- STRAP uz ifs vl"d 1;1 MAY f 2019 DUlLr?1rJl, 112,^^-AFi"i MENT fY N F- Z V(D W CJ) N d6 Wr °' o U) < U U c4 _! ,3 rz �Z33Z v c� Q in W $ ATTIC VENTILATION CALCS REQUIRED AREA=600 SO FT./300=2.00 SQ. FT.=288 SO. IN. P-UQr-.FKMIRI, PL,r,4 (1/300 WHERE 40..50% OF VENTING IS IN UPPER PORTION OF THE ATTIC) - I TYPICAL RIDGE VENT �q,/411 �4 =19 SQ. IN / LINEAR FOOT 288X5O'A 144'SQ. IN. OF RIDGE VENT REQUIRED - 144/19=7.6 A., FT. - PROVIDE 7.6I(n.R 4 RIDGE VENTS AT HIGHEST RIDGE . TYPICAL SQFFIT VENT = 0) 2" DIA HOLES PER V BAY 3 x 3.14:x 1SQUARED = 9.42 SQ. IN.BAY - 144/9.42 = 15.3 BAYS PROVIDE (16) BAYS WITH SOFFIT VENTING =150.7 SQ. IN. 144SQ.IN. RIDGEVENTS+ 150.7 SQ. IN. SOFFIT VENTS =294.7 IN. IN VE�JTING PROPOSED 744/284.7 = 48.8%OF TOTAL VENTING AT UPPER RIDGE DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. C 61= zsG415nvesslezaG ENGINEERING EYm°nd&WA"020 (425177"" STRUCTURAL. REVIEW T'111S DRAWING HAS BEEN REVIEWED F )H CONFORMANCE WITIV S'1'ItUCI'URAL REQUIRF.AIEN7S INDICATED IN TIIE.CI IE. LE7rf. AND/OR CALCIILATIONs JOB# 11041616 DATE; S/IT 11 %'DID IF NOTWET SIGNED Uw L_ C Z _ NV: N W SHEAR WALL SCHEDULE TYPE APA-RATED MIN FRAMING AT ADJOINING PANEL SHEAR WALL RIMJOISTOR SILL PLATE NAILINGTO SILL PLATE ANCHOR SHFAR SHEATHING E00F5 (SEE NOTE 3) NAILING AT BLOCK CONNTO RIM/BLKG SOLTTOSLAB OR FOUNDATION SILL PLATE CAPACITY _ PANELEDGES TOP PLATE BELOW FOUNDATION SRE (pLF) SW6 35/32" 2x SfU0 0.231"OX21/3" LTP40RA35 0.131"♦nz3"@ 5/8"0AB ONE SIDE AND BLKG @6"OC @24"QC�S'-0"OC 242 NOTES: .. .. ... 7REEFIR TO THE TYPICAL SHEAR WALL DETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING: 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. INTERMEDIATE FRAMING TO BE WITH 2X MINIMUMMEMBERS. FIELD NAILING I2 CC MAXIMUM. A S. AT ALL SILL RLATE ANCHOR B04T5, INSTALL 1/4" • W x 3"PLpTE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN;/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS ftEgUIRED TO MEET THIS REQUIREMENT. 6. PROVIDE A MINIMUM OF T' EMBEDMENT FOR AS INTO FOUNDATION OR STEM WALL 7. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS, 8, AT EXISTING FOUNDATION WALLS, INSTALL TITEN HO PER THE TABLE ABOVE W/ 5" EMBEDMENT. HOLDOWN SCHEDULE MARK rypE MIN CHORD 512E STUDNAIISORBOLTS ANCHORBLTOCAPACIN(LBJ Q! HD (2)2x (6)SDSS/4"X22/2"SCREWS 1 5/8"0 1 2,215 M5T37 1 (2) 2X (22)16d EA END NOTES: 1REFER TO THE LATEST SIMPSON STRONG TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. INSTALL HD HOLDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 4/S3.1 & 6/S3.1. 3. ATALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. 4. REFEq TO DETAIL 9/S5.I FOR INSTALLATION9F MST FLOORTOBEAMHOLDOWNSMAPS. SYMBOLS SCHEDULE ® FOOTING OR PAD STEM, BEARING - OR SHEAR WALL POST BELOW ❑ POST ABOVE ® POST ABOVE & BELOW BEAM", 2x or I -JOIST FRAMING PREMANUF TRUSSES Q SHEAR WALL cALLour HOLDDOWN O CALOUTLOUT J L HANGER O 0 Z W 2 Q 3 o Z 0. La F W., Z � 3 o_ k =a� v N i �z Date I6. A?'14L.Zolq ." Revisions p � JJ MAY 13 2019`�- "A" CORNER BARS x MAYBE SUBSTITUTED FOR ALL � 90° HOOKED BARS STD 90° HOOK / TYP LINO J LINO, VERT CORNER BARS SHALL BE SAME SIZE TABULATED FOR MIN WALL REINF FOR THICKER WALL - "A" =SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR (1) #5 VERT REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES STD 180' HOOK HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH (2) #5 VERT REINF OF THINNER WALL - PLACE VERT REINF OUTSIDE EXCEPT AS OTHERWISE NOTED OR SHOWN A' EXCAVATION PARALLELTO FTG SLEEVES TO CLEAR PIPE 1" ALL SIDES MIN TOF PIPE BOF 2 - 1[7 n LOWER BOF AS REQ'D a PIPE TRENCH EXCAVATION PARALLEL TO FOOTING IS NOT ALLOWED - BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION 1 TYPCONCRETE WALL REINFORCING DETAIL TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS NTS IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/9" MAX RADIUS AND FILL JOINT WITH SEALANT PROVIDE 5/9" p x 2'-0" SMOOTH SLIP DOWEL BARS AT 12" OC, TYP UNO CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT. REINF SHALL NOT PASS THRU JOINT COUNTERSINK ADDITIONAL END STUD AS REQ'D - M THREADED RODBETWEENNTO STEM WALL BELOW.E ROD COUPLER IF REQ'D. THREADED ROD AS REQ'D PER PLAN AND HOLDOWN SCHEDULE. INSTALL W/ HILTI HIT -NY 200 EPDXY SHEAR WALL PER PLAN AND SCHED HOLDOWN PER PLAN AND SCHED O PIPES ALLOWED IN HIS REGION. LOWER FGS AS REQ'D C � NOTE: ENGINEERING ATCONDIVE RI JOIST, EXTEND RIM 10157E EXTEND SHEAR WALL PER THREADED THRINTOEADED ROD BELOW. JOISTS PLAN AND SCHED WALL WALLBELOW.EDMONDS, 250 4TH AVE. S., SUITE 200 WASHINGTON 98020 PROVIDER PROVIDE ROD COUPLER IF REQ'D. PHONE (425) 778-8500 FAX (425) 778-5536 4" 0 PERFORATED PVC PIPE PER COUNTERSINK ADDITIONAL LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, END STUD AS REQ'D HOEDOWN PER PLAN WRAPPED IN NON -WOVEN AND SCHED GEOTEXTILE FABRIC. SLOPE TO THREADED ROD AS REQ'D DRAIN 1/8" PER V-0" MIN. TURN FOR HOLDOWN W/ NUT AND DOWN PERFORATIONS AS SHOWN WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO o 0 ° 00 0 0 O 0.. 0* O OWA�c' 00 TOP OF FTG OOoO oO O O _ 11 >o"�yo I I N4 LINE OF MAX EXCAVATION. IF SOIL IS OVER EXCAVATED, `SIGNAL REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR O�/y/19 COMPACTED STRUCTURAL FILL in 5 TYPICAL FOOTING DRAIN HOLDOWN DETAIL Y SCALE: 1" = V-0" SHEATHING AND ° NAILING PER PLAN AND SHEAR WALL SCHED SHEATHING AND NAILING PER SILL PLATE NAILING PER FOUNDATION PLAN NOTES SHEARWALLSCHED JOIST PER PLAN NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED GREASETHIS I )J_)_f1 ' HALF OF BAR • OUT REFER TO DETAIL? •I J _ I _ TYPICAL CONSTRUCTION JOINT CONC STEM (2) #4 CONT t,. WALL II - __ II SAWCUT JOINT - IN ALL AREAS WITH CO NC SLAB ON GRADE II FTG DRAIN PER EXPOSED CONC. FLOORS, FILL JOINT DETAIL 3 2x PT LEDGER W/ 1/2"¢ TITEN WITH SEALANT. IN LIEU OF SAWCUT • HD @ 12" OC EMBEDDED 4" JOINTS CONTRACTOR MAY USE ZIP SLAB REINF AT CENTER OF INTOCONCWALL STRIP PLACED WITH SLAB - SLAB OR AT TOP AND BOT O Oo ° O #4 @ 12" OC EA WAY °p' OO, � TOP OF FTG _ OOOQ 00 OOp .0 O OO 0. O \ C00 .0��I. z o O GO • • o p°,6 o� I a d Oo0 • 0O OOoO o O _• o d Ob0O oa0 TYPICAL CONTRACTION JOINT �/ SIZE AND REINF ALT HOOrd K AS PER PLAN SHOWN i z 2 FLOOR SHEATHING PER FLOOR FRAMING PLAN d j NOTES O W o w a (4) 8d NAILS JOIST PER PLAN JOISTS PER PLAN W Q O� N o Y 2x10 HF LEDGER W/ (2) 16d@6"OC TOP &BOT IIII_ _ DESIGN: RMK JOIST PER PLAN - DRAWN: JEG \ CHECK: JGG 4'-0" MAX `-2x HF JOB NO: 19053.10 SIMPSON HU SERIES FACE MOUNT HANGER - DATE: 04�15/19 r TYPICAL SLAB ON GRADE DETAILS HOEDOWN DETAIL EXIST FOOTING SECTION SECTION SECTION Q 5 SCALE: 1" = V-0" v SCALE: 1" = V-0" # SCALE: 1" =1'-0" 0 SCALE: MOVE EXIST SLAB -ON -GRADE [NOTE: NOTE: LOW EXTERIOR WALL AS REQ'D FOR NOTES & DETAILS NOT - SPECIFICALLY CALLED OUT, V J SIMPSON PER STUD WALL PER PLAN REFER TO DETAIL 11 J COL PER PLAN HE SHEAR SCHEDULE 2x SILL W/ SILL PLATE NAILING FLOOR SHEATHING & NAILING PER FLOOR STUD WALL PER PLAN Q AND SCHED FLOOR SHEATHING & HIND NAILING PER FLOOR PER SHEAR WALL SCHED OR STRUCTURAL NOTES ` FRAMING PLAN NOTES AB PER PLAN AND SHEAR Q {— FRAMING PLAN NOTES 2x CONT RIM SIMPSON HU SERIES TOP W SIMPSON CB FLANGE HANGER CWALL OUNTERSUNKSCHEDULE, COUNTERSUNK AS REQ'D O O Q POST BASE SHEATHING &NAILING FULL WIDTH x FULL 00 (4) #4 HOOKED == (2) #4 CONT PER NOTES &SHEAR HEIGHT SOLID RIM, J CL � DOWELS == WALL SCHED RIPPED AS REQ'D 0 Z g"x8"CONCRETE - PLINTH PT FLOOR JOISTS • PER PLAN I PT SILL PLATE PER STRUCTURAL •II• = Q O - N 6" NOTES W/ AB SIZE &SPACING 6" Q - - PER PLAN & SW SCHED —� 1 PT FLOOR JOISTS _ PER PLAN T 0 W U) Q --- -- �- • —1 :2a-- 0 0 s z n (1) #4 CONT BAR - #4 @ HORIZ DOWEL (CENTERED #4 VERT @ 12" ~ �. O Z a EXIST IN EXIST SLAB) EMBEDDED 4" W/ _ o c ° • • • ;n • • • SIMPSON SET-XP EPDXY (2) #4 CONT, Z 0 0 T^ u #4 @ 12" HORIZ DOWEL (CENTERED EXIST SLAB) EMBEDDED 4" W/ SIMPSON SET-XP EPDXY #4 @ 12" VERT - TOP & BOT = N LAIN SHEET: �A u (3)94 CONT u 512E AND REINF PER PLAN DECK FOOTING DETAIL SECTION ,�„� SECTION S3.1 SCALE: SCALE: 1" = V-0" #� L J— SCALE: 1" = V-0" APAp 7I G STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED HEADER PER PLAN -� CRIPPLE STUDS PER PLAN; DO NOT CUT / AWAY MATERIAL FROM / CRIPPLE STUDS JJJ FULL -HEIGHT HOLDOWN CHORD C � NOTE: 2x OR 3x BLOCKING ONLY 'ENGINEERING STAGGER SHEATHING AS IF BLOCKED DIAPHRAGM SHOWN.(IBCTABLE 250 4TH AVE. S., SUITE 200 IS SPECIFIED o� FOR 2x45TUDS, PROVIDE SINGLE EDMONDS, WASHINGTON 98020 2306.3.1, CASE 1 OR 3) w ROW OF NAILS STAGGERED EA SIDE PHONE ) FRAMING MEMBERS W/ \ WITH 11/2" EDGE DISTANCE. FOR (425 778-8500 IN SPACING PER PLAN FAX (425) 778-5536 FRAMING MEMBERS ng 2x6STUDS, PROVIDE (2) ROWS OF SHEATHING o NAILS SPACED AT 21/2" W/ 11/2" EDGE DISTANCE PANEL, TYP PI � � _ _ _ 9"0C MAXSPACING BETWEEN PANEL EDGE NAILING CONTINUOUS - - - ADJACENT NAILS IN A ROW PER SHEAR WALL PANEL EDGES �1 IIII-� . I I ADJACENT NAILS IN A _ SCHEDULE, TYP .� ROW ARE TO BE II �� II (I_I"J I DRIVEN FROM fl n -----fin PANEL EDGE NAILING INTO \(1 II II -III_ OPPOSITE SIDES, TYP 11 II 1I III HOLDOWN CHORDS, TYP _- -_ I I I I II III INTERMEDIATE �II� I I I I I I I I I NAILING @ 12" OC I- I I 0.131"0 x 3" NAILS, TYP I � I I4OWA�G I I I I I I �11 � 11 0 0 38f FRAMING AT ADJOINING I I I I'I - _ _ I I SHEATHING PER PLAN AND PANEL EDGES _ _ _ _ _ _ PANEL EDGES PER SHEAR II I I SHEAR WALL SCHEDULE f - - - m WALL SCHED I (5) STUDS MAX TO I I II�I1� 1i1:1--(1 BE USED FOR Mpg HOLDOWN CHORD PER BUILT-UP COLUMNS+L3,9Qyl�,' II II II III SCHEDULE. REFER TO l Sy+fONAL I I TYPICAL BUILT-UP Ok/15/9 I• I COLUMN DETAIL TYPICAL FLOOR/ ROOF SHEATHING DETAIL TYPICAL BUILT-UP STUD COLUMN DETAIL ---H,1-- :----i SCALE: NTS Q 1=71 �/ SCALE: 1"=17-0" II' I•I II I,' 1 I.I I•I I•I I I ADDITIONAL END STUD I.11 I I I I 1 I I I I I 1 1 I •I I I I I I I I I IF REQUIRED TO L IIII I I I I I, I I I I I I I I I PROVIDE I•I I I I I I I I COUNTERSINK FOR I I I IIII I I I •I i,l I I I I II I,I 1,1 HOLDOWN BOLTS - I•I I•I I I I I I I I i t II II I•I II i•1 I I I I II II 11 HOEDOWN ANCHORAGE TYP DOUBLE TOP PLATE PER PLAN AND SCHEDULE AB W/ SIMPSON BP I I I I I I I I I I I •I I I 1 1 I I I I I I I I (2)ROWS OF (8)0.131"¢x3" PL WASHER, TYP I•I I, I I 1 1 I I I I I•I I I - I I I I SIMPSON CNW COUPLER 1/2" TO SHEATHED NAILS @ 3" OC EA SIDE OF END F I I I •I I I I I I I NUT W/SIZE TO MATCH EDGE STA4" DISTANCE, TYP SPLICE AND (2) @ 9" OC I- I I I HOLDOWN ANCHORAGE PLATE WASHER ELSEWHERE W/ 11/2" EDGE SIMPSON A35 (ONLY 2= PT SILL PL PER SHEAR I I I I I I I I I •I A I I I I 1 I I I I PER SHEAR WALL SCHED DISTANCE 3" OC _ REQUIRED AT EXTERIOR O m WALL SCHED I•I I I I,1 I I I,I I,I ICI p S ACING H EATER FADERS GREATER 1= a vl I I I I I I I I 1 1 I I I I PANELEDGE THAN 6 SPAN) AN) U L ------- NAILING PER SHEAR WALL SCHED II I I � ° '• '• (6) 0.131"0 x 3" NAILS N W w II n II 11 I I 1 I I li a TOP CHORD a II I I 11 I1 CONTINUE HOEDOWN CHORD II SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TYPICAL STUDS - �` TO FOUNDATION TOINSTALLTHE SPECIFIED 0.131"0 CHORD I 1L__ _1L______1 SPLICE NAILS, THE CONTRACTOR SHALL SPLICE •-I - SECTION A -A I INSTALL SIMPSON CS20 STRAPS EA SIDE BEAM OR HEADER PER Al =I I I-1 I I- AB SIZE AND SPACING=1 11= p 11 II // SCALE: 11/2"=1'-0" OF WALL AT SPLICE. INSTALL EA STRAP PLAN AND NOTES Q p� CONCRETE FOOTING PER PLAN AND SHEAR II I I I! W/ (12)10d AT EA END. WHERE BOTH OR P/T SLAB WALL SCHEDULE,TYP l5 RIM BOARD ��� PLATES ARE CUT, INSTALL CS20 STRAPS - - y OR BLOCKING A AT EA PLATE AND EA SIDE OF THE WALL. NAILING PER TYP NOTES: �� CONCRETE STEM WALL BUILT-UP STUD Q 1REFER TO STRUCTURAL NOTES FOR 6'-0" MIN BETWEEN SPLICES COLUMN DETAIL ADDITIONAL INFORMATION. WHERE AB SHALL 2. FOR SPEARED THE ARE SPECIFIED THE FIRST AB SHALL BE CONCRETE FOOTING y I ,I� I `II' SPLICES 700CC AT - AT HOLDOWNS: PROVIDE FULL HT RIPPLE STUDS PER PLAN DESIGN: RMK DRAWN: JEG L E-y17 LOCATED NOT MORE THAN 1'-0" AND NOT _— —_ —_ _— —_ — CENTER OF VERTICAL STUD HOLDOWN CHORDS PER HD SCHED. AND COLUMN SCHEDULE OR LESS THAN (7) BOLT DIAMETERS FROM END -III=III= =1 =III= =III —III= OTHERWISE: (1) 2x -FULL STRUCTURAL NOTES CHECK: JGG OF WALL. TOP CHORD SPLICE BOTTOM CHORD SPLICE JOB NO: 19053.10 TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL DATE: 04/15/19 SCALE: 3/4" = V-0" •* SCALE: 1" = 1'-0" V SCALE: 1 =1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SHEAR WALL AND SCHEDULE SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SIMPSON A35 EACH STRUCTURAL NOTES, TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL JOIST DIRECTION SIDE OF BEAM 0.131" ¢ x 3" SCHEDULE OR STRUCTURAL NOTES, TYP NOTE: PER PLAN NAILS @ 9" OC SUPPORTS AT SOLID m = POSTS SIM o a11xj/ T STUD WALL (2) ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND NAILS @ 9" OC SHEAR WALLSCHEDULE OR STRUCTURAL NOTES, TYP �- STUD WALL PER 0.131"0 x 3" FRAMING PLAN NAILS @ 9" OC - NOTES, TYP - STUD WALL PER FRAMING PLAN NOTES, TYP ,- SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR SHEATHING (OR GWB) AND WALL SCHEDULE OR NAILING PER PLAN AND SHEAR STRUCTURAL NOTES, TYP WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B.'T' INTERSECTION BEAM PER ANDSCHE SIMPSON LTP4 A35 FRAMID ANCHOR EACH SII OF BEA SOLID OR MULT fTl Ifl - I IMN PFR P BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL SOLID OR MULTIPLE / STUD COLUMN PER PLAN J PERPENDICULAR TO STUD WALL STUD WALL 7-MIN TYPICAL WALL INTERSECTION DETAILyJ TYPICAL FLUSH BEAM SUPPORT DETAILS 8 GUIDELINES FOR HOLES DRILLED THRU JOISTS 6 SCALE: 1"=1'-0" • SCALE: 1"=1'-0" / SCALE. 1 -1-0 1/3 DEPTH MIDDLE 1/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTSIDE AREA SHOWN V / J Q Ld 0 rr nn 0 0 V p J 00 CZ 25 a cy) L o=a < < ~ O N L. W� Q Z O Z 01 2 N W 3;:f SHEET" S4.1 DUILDING 2x6 CONTINUOUS RIDGE BOARD, TYP ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES TRUSS BLKG BLOCKING RIPPED TO MATCH SLOPE OF ROOF —� SILL PLATE NAILING PER SHEAR WALL SCHEDULE 2.4 BLOCKING W/ SILL PLATE NAILING PER SHEAR WALL SCHEDULE PRE-ENGINEERED ROOF TRUSS PER PLAN /— DIAPHRAGM BOUNDARY SHEATHING AND NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 2x OUTLOOKER(24" MAX OVERHANG) J GABLE END TRUSS A35 CLIP PER SW SCHED (24" OC MAX) SHEATHING AND NAILING TO MATCH A35 EACH E SHEAR WALL BELOW OF BLOCKING LSTA15 CH SPLICE (4) 8d NAILS INTO EA BLOCK 2x4 BLOCKING EACH BRACE (6) 10d PROVIDE (2) 2x4 OR (1) 2x6 DIAGONAL BRACE AT 4'-0" OC SHEAR WALL SHEATHING PER SCHEDULE W/ 8d @ OC PANEL EDGES SHEATHING AND +. ,,AILING PER ROOF ';� 0hiiING PLAN NOTES - 2x6 LEDGER W/ (2)16d @ PANEL EDGE NAILING PER PLAN NOTES 2x8 BLOCKING SLOPED TO MATCH LOWER ROOF PROFILE �— 2x4 BLOCKING 12 OC INTO BLOCKING & PROVIDE BOUNDARY SHEATHING AND 2x4 BLOCKING FOR EACH BRACE GABLE TRUSS VERTICAL J NAILING AT TOP PLATE PER SIMPSON H2.SA NAILING PER PLAN AND SHEAR WALL SCHEDULE (3) TRUSS SPACES @ TIE AT EACH TRUSS SHEAR WALL SCHEDULE -4• � �NOTE: SHEATHING AND -0'OC MAX EFER TO CASE AFOR NAILING PER PLAN AND FORMATION NOT SHEAR WALL SCHEDULE STUD WALL FRAMING 6d COOLER NAILS @ PECIFICALLY CALLED OUT PER PLAN NOTES _ O BL OVER EXTENTS F BLOCKING OPTION A. BLOCKING AND STRAPS OPTION B. BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION ROOF STEP DETAIL 1 SCALE: 1" =1' 0" SCALE: P' = V-Y' V SCALE: 1" =1'-0.. ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES SIMPSON A35 EACH RAFTER 2x6 RAFTERS @ 24" OC 2x4 VERTICAL SUPPOP MEMBERS SPACED @ -<'-0" OC ALIGN W/ EA RAFTER BELOW TYP , ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF 2x OVERFRAMING PER DETAIL 4 ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES (2) 2x CONT SILL W/ 1/4" 0 x 31/2" LONG SIMPSON SOS SCREWS @ 24" OC EXIST ROOF RAFTER & SHEATHING 2x6 W/ (6) 16d EA END, EA RAFTER 2x LEDGER W/ (2)1/4" x 31/2" LONG SIMPSON SDS SCREWS @12" OC - ROOF RAFTER PER / PLAN W/HANGER 1 PER PLAN NOTES FULL HEIGHT - SHEATHING & NAILING. PER PLAN & SHEAR WALL SCHEDULE OR STRUCTURAL NOTES TRUSS BLKG PER TRUSS MFR _ PRE-ENGINEERED TRUSS PER PLAN 16d @ 6"OC - ROOF RAFTERS 2x NAILER W/ (2) 16d PER PLAN 2x4 OR SIMPSON A3S NAILING PER @ EACH RAFTER STUD WALL FRAMING PLAN & SHEAR WALL SCHEDULE OR iY 3 PER PLAN NOTES - STRUCTURAL NOTES SIMPSON H2.5 TIE NOTE: PROVIDE BLOCKING @ BEAM PER PLAN ALL EDGES & SUPPORTS STICK FRAMED OVERFRAMING DETAIL SECTION SECTION J�SEC '4TION SCALE: NTS 5 SCALE: 1" =1'-0" V SCALE: 1" = V-0' SCALE: ROOF SHEATHING AND DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER PLAN AND FRAMING PLAN NOTES -/ FRAMING NOTES PRE-ENGINEERED ROOF ROOF TRUSS PER PLAN. DESIGN ROOF TRUSS FOR 288 PLF IN -PLANE SHEAR LOADING LINO ON PLAN 20 BLOCKING AND W/ SILL SILL PLATE NAILING PER PLATE NAILING PER SHEAR SHEAR WALL SCHEDULE WALL SCHEDULE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE STUD WALL W/ SHEATHING & NAILING PER PLAN AND SHEAR WALL SCHEDULE A. DRAG TRUSS ATSHEAR WALL NOTE: FOR —NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO CASE A SILL PLATE NAILING PER SHEAR WALL SCHEDULE 2z CONTINUOUS FULL LENGTH TO OVERLAP SHEAR WALL B. ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM BEAM PER PLAN JOIST PER PLAN (DIRECTION VARIES) - FLUSH BEAM im-1 ENGINEERING 250 4TH AVE. S.. SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 O ,,IWAg r wW P o 9L TONAL 04/15/19 DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 19053.10 DATE: 04/15/19 V) J Q L1..1 EXIST ROOF & Q CEILING FRAMING O EXIST ROOF O 0 V SHEATHING _J DO Z EXIST FULL DEPTH BLKG OR PROVIDE) - (VERIFY Q Q P 3: Q SILL PLATE NAILING PER SW SCHED I,- Q� W V) SHEATHING AND Q Z NAILING PER PLAN AND 2x4 W/ SILL PL O PROVIDE BOUNDARY NAILING AT TOP PLATE 2x4 BLKG W/ SILL PL SHEAR WALL SCHED - NAILING PER SHEAR - WALL SCHED (OR A35 Z O PER PLAN & SHEAR NAILING PER SHEAR PER SW SCHED) WALL SCHEDULE WALL SCHED (OR A35 _ (V W PER SW SCHED) SHEET: SHEATHING AND NAILING EXIST WALL FRAMING PER PLAN AND SHEAR EXIST STUD WALL WALL SCHEDULE 1 TYPICAL DRAG TRUSS SECTION Q TYPICAL STRAP HOLDOWN TO BEAM TYPICAL RAFTER SUPPORT DETAIL SECTION S5.1 0 SCALE: 1" =1'-0' v SCALE: 1" = V-0" 0 SCALE: 1" = 1'-0" SCALE: 1" =1'-0" r�E0ZZ6VED Ahi< 17 2019 SUILDdnlrr