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BLD2018-1101�C_ 1-11es 08 IMP, sha-1�1 lfddd'�_s FWe OV- E DV CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS:- ISSUED 06/07/2019 Pennit#: BLD20181101 BUILDING PERMIT Expiration Date: 06/08/2020 Project Address: 15712 72ND AVE W, EDMONDS r Parcel No: 00513100002411 PROPERTYOWNER APPLICANT —CONTRACTOR AN41T SHARMA JARED UNDERBRINK 1737A NW 60TH ST 250 4TH AVE S G2 Contracting LLC SEATTLE, WA 98107 EDMONDS, WA 98020 T n (425) 280-8457 (425) 778-8500 JOB DESCRIPTION NEW SFR, Plumbing and Mechanical Included VALUATION: $782,753 y rasseth 3405 172nd St #5 Box 245 Arlington, WA 98223 425 531-1747 L PERMIT TYPE: Residential PERMIT GROUP� 64 - Single Family Residence New, GRADING: N CYDS: 0 TYPE OF CONSTRUCTION VR RETAINING WALL ROCKERY: OCCUPANT GROUP- R-3 OCCUPANT OAD� FENCE: 0 X 0 FT.) CODE 2015 IRC OTHER: ------- OTHER DESC: ]ZONE: RS-20 INUMBER OF STORIES: 3 NESTED DATE- INUMBER OF DWELLING UNITS: I ILOT 4 EXIS'11ING ARLA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR 0 PRO POSIED ARI-A BASEMENT 1680 1 ST FLOOR: 2484 2ND FLOOR 1770 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER 0 3RD FLOOR: 0 GARAGE: 868 DECK: 2683 OTHER: 0 BEDROOMS: 0 BATHROOMS 0 BEDROOMS 5 BATHROOMS- 7 FRONTSETBACK SIDESETBACK REkRSETBACK REQUIRED. 25'E PROPOSED. 27'7�_ REQUIRED I 0735'N PROPOSED: 17-77—REQUIRED. 25'W PROPOSED: 28'W HEIGHT ALLOWED:O PROPOSED.0 IREQUIRED: 10735'S PROPOSED� 38'S SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. "SAPPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. el 6, / 7 A Print Name 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. UBC 109/ IBCI 10/ IRCI 10. = FIRE = APPLICANT = ASSESSOR = CITY , gv� "Iftft Qk STATUS: ISSUED BLD20181101 • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items must be consistent with the approved plan. If the proposed height of a building (as shown on the plans) is within 12 inches of the ma)dmurn height permitted for the zone an elevation survey is required. • Special inspections have been called for soils, concrete and HS bolts on this project and are noted on the approved construction plans. • Submit all special inspection reports to the City Building Inspector on a weekly basis. • 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 thejob card for all required City inspections including final project approval and final occupancyinspections. • 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 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this pen -nit 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. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRKIATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRKIB/VAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDULE TNS P ECTIONS 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 corner) (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 moming or afternoon. • E-Erosion Control/Mobilization • E-Storm Tightline • E-Storm Connect to Stub • E-Footing Drain Connection • E-Water Service Line • E-Drivcway Form & Slope Ver. • E-Rctaining Wall Drainage Conn • EEnginccring Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Retaining wall footings • B-Retaining wall forms • B-Slab Insulation • B-Plunib Ground Work • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-FAerior Wall Sheathing • B-Roof Sheathing • B-Height Verification • B-Lath Inspections • B-Framing • B-Wall Insulation/Caulk • B-SheetrockNail • B-Cross Connection Final • B-Building Final OV ED& CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190053 SID.E SEWER PERMIT (I -Single Family) Permit Number: ENG20190053 Expiration Date: 06/08/2020 Job Address: 15712 72ND AVE W, EDMONDS APPLICANT CONTRACTOR ACTS CONSTRUCTION GROUP LLC 250 4th Ave S. PO BOX 27112 Edmonds, WA 98020 SEATTLE, WA 98165 (206) 899-6900 LICENSE #: ACTSCCG824CG FXP: 02/07/2020 JOB DESCRIPTION N N �REPAIR N_J PROPOSETO REUSE LATERAL LID NUMBER: N GRINDER PUMP �N I PROPOSE TO REUSE SIDE SEWER F--N 1 DRAINAGE Install of new side sewer from home to private sewer manhole on a vacant lot (PLN20140015). EASEMENT INFORMATION N9N PROJEC-17 CROSSES OTHER PRIVATE PROPERTY VERIFICATIONOF RECORDED EASEMENTS COMPLETE Running through private utility easement AFN:201612095001 ,fADEMNITY- The Applicant has signed an application ivhich states he/she holds the City ofEdmonds harmlessfrom injuries, damages or claims ofany kind or description ivhalsoeverforeseen or unforeseen, that may he made against the City ofEdmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and atforneyfees by reason ofgranting this permit. CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION CALL FOR INS PECTION (425) 771-0220 EXT. 1326 24 HOUR NOTTCEREQUIRED FOR ALL INSPECTION REQUESTS APPLICATION APPROVAL THIS APPLICATION IS NOT A PERVITUNTIL SIGNED BY THE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PRONIDED, Printed: Friday, June 07, 2019 CA-e-�t� U)a5�4� (o171201? RELEA SED BY DATE n FILECOPY n INSPECTOR COPY n APPLICANT COPY STATUS: ISSUED ENG20190053 • Refer to City of Edmonds Side Sewer Infon-nation 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 existing sanitary side sewerto be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Easement and/or permission fi-om adjacent property owner is required prior to entry/work within 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 permitted project. • Owner/Contractorto provide Side Sewer asbuilt at final inspection. See City Standards for requirements. • Sound[Noise originating from temporary construction sites as a result of construction activity are exempt firomthe noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites /activities must comply with the noise lirnits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance ofthis permit. Issuance of this perrnit 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-Sewer MH Channeling • E-Sewer Tap on private MH • E-Sanitary Side Sewer Inspection • E-Engineering Final PARTIAL INSPECTION PA RTIAL INSPEMON FINAL INSPECTION APPROVED DATE: INITIAL: DATE: rNITIAL: DATE: INITIAL: NOTES: NOTES: OV ED CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 oc. I PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190054 AIGAT OF Pen -nit Number: ENG20190054 Expiration Date: 06/08/2020 Job Address: 15712 72ND AVE W, EDMONDS Location: 15712 72nd Ave W. APPLICANT CONTRACTOR Jared Underbrink ACTS CONSTRUCTION GROUP LLC 250 4th Ave S. CIO MICHAEL ANGELO PUGAL Edmonds, WA 98020 PO BOX 27112 SEATTLE, WA 98165 (206) 899-6900 LICENSE #: ACTSCCG824CG EXP: 02/07/2020 JOB DESCRIPTION Use of right of way forconcrete walkway and utility connection. DISRUPTION INFORMATION ASSESSED VALUE: $0.00 PROPERTY AREA. 0 SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: 0 X 0 PARKING: (OXO ) DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0 00 ALLEY: (OXO ) DURATION IN MONTHS: 0 FEE: $0.00 INDEMNITY- TheApplicant has signed an application which states helshe holds the City ofFdmonds harmlessfrom injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and atiorneyfees by reason ofgranting this permil. THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATIERIALS FOR A PERIOD OF ONEYEAR FOLLOWING THEFINAL INSPECTION AND ACCEPTANCEOFTHENVORIC • Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possesion. • Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end ofthe workday- NO EXCEPTIONS. • Three sets of construction drawings of proposed work are required with the permit application. CALL DIALA-DIG (1 -800-424-5555) BEFOREANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 Z4 HU UK AU IIULKLQ L'lKtJ) FO.E.ALL ENSPEC-HON REQUESTS APPLICATION APPROVAL THiSAPPLICATION ISNOTA PERMITUNTIL SIGNEDBYT14E CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACEPROVIDED. Printed: Friday, June 07, 2019 RELEASED BY TE F� FILE COPY F-1 INSPECTOR COPY F—] APPLICANT COPY STATUS: ISSUED ENG20190054 • Restore ROW to City standards • Restore I-andscape to like or better conditions. • Call for locates of underground utilities prior to any excavation. • Alert affected residents and/or businesses prior to work start. • Conforrn to approved working drawings and Traffic Control plan. • Public utilities maintain 5'separation from City Utilities. • Verify clear bore crossings • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • Call for required inspections as noted. • Traffic Control per approved plan and MUTCD. Refer to City of Edmonds traffic control requirements. • 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 pemnitted project. • 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 7:00am to 6:00pm on weekdays and 10:00am and 6:00pin on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction s ites/activities must comply with the noise limits of Cliapter 5.3 )0, un less 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 hanniess the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, aris ing d irectly or indirectly from the is suance of this pen -nit. Is suance of this pen -nit s hall 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. I INSPECTIONS • E-Erosion Control/Mobilization • E-Private walkway • E-Engineering Final PARTIALINSPECTION PARTIAL INSPEC71ON FINAL INSPECTION APPROVED DATE: DATE: DATE: INITIAL: NOTES: INITIAL: NOTES: INITIAL: 0? EDAf CITY OF EDMONDS 1215TH AVENUENORTH- EDMONDS, WA 98020 PHONE. (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED ENG20190055 WATER METER RECORD Permk Number: ENG20190055 Job Address: 15712 72ND AVE W, EDMONDS PROPERTY OWNER CONTRACTOR ACTS CONSTRUCTION GROUP LLC 6615 214TH AVE NE PO BOX 27112 REDMOND, WA 98053 SEATTLE, WA 98165 (206) 899-6900 LICENSE 4: ACTSCCG824CG EXP- 02/07/2020 JOB DESCRIPTION DESCRIPTION OF)hTORK: New I " meter (vacant lot - PLN20140015) METER SIM: 1 " I N NEW SERVICE FROM CITY MA IN TO PROPERTY LINE N A SPRA LT/CONCRETE CUT N_ FINALPATCHBYCONTRACTOR OWNERNAME: BILLINGADDRESS: INSTALLATION FEE- $2,970.00 CONNECTION FEF- $5,050.00 STREET CUT DEPOSIT: $0.00 Y SFR N IRRIGATION APARTMENT / CONDO - UNITS: N N DUPLEX E FIRECONNECTION N I MIXED US&COMMERCIA L FLOORS N- TRIPLEX N OTHER: N- COMBO FIRE/DOMESTIC BA CKFLOW ASSEMBLY REQUIRED RESIDENTIAL UNITS: 0 PUBLIC WORKS INS TALLATION-UT1LrF'Y BILLING 1ff,T3UiTVi—p7p== UNLOCKED PROJECT NUMBER: METERNUMBER- STYLE. MEIFERREADING- MANUFACTURER'S #: METER LOCATION: SERVICE MATERIAL: DATE OF WORK: REMARKS: U/B A CCOUNT: READ AFTER ADDRESS: LOCATE REQUEST #: DATE CA LLED: AND REGSTER #: PRESSURE: 0 GPM: 0 WORK BY: ***ATTACH DRAWING WHEN NECESSARY*** ROUTE: WATER SUPPLIER. ISSUED TYPEOFREPAIR F--j Asphalt Roadway/Walkway = Concrete Sidewalk = Concrete Curb AREA REPAtREI) ( Ft X Ft ) = Sq. Yd s ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yd s ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds Lineal Ft Lineal Ft Lineal Ft Total Repair Costs: Less Street Cut Deposit: Invoice/Refund: ENG20190055 IS 0-6". 1 $0.00 01' ------------ 76� -3- 14 7—OW-275 001 —(1) Tol��161 or 111L,� Dt L TOW-279.5 T -27750 TOF-275.5 T -273,5 OF- C o TOF=270 75 Q) 91 SI TOW476.00 TOW-270.00 TOF=25950 "f t BOO �T.'l z �2 T=OW=2B 00 TOW-26T�7�fl 1 7 1 BSMT=258.0 6 IST FLR=2 TOF- ;55 Q50 TOF=2(t171j' Eib TOP-260 00 - --------- ----- J ----- ------- ----- ------ TOW=256 0 TOF=255 75 2 7 ------ TOF=25475 TOF=256,50 TOF-254.75 TOW-261.50 PROJE�GfEd' 0-22 RETAINING WALL PLAN 2 81 SCALE 1/8" - 1`0" 0' 4' 16, ALL WORK SUBJECT APPROVED TO FIELD INSPECTION FOR CODE COMPLIANCE PLANS MUST BE ,_O" L 4'-l" L 4`2" L T-9" L 11,1'. L 4'-4" 1 1 ON JOB SITE 2/62 2/S2 l/S2 2/62 3/92 CITY OF EDMONDS BUILDING DIVISION --------- I 275.00 -------- ---------- -------------- I --------------- I ------ 275.00 _I M APPROVED PLAN ----- 272.00 ---4--� � r ----- ---- 1� ------------------------------------- - City Of Edmonds Building Department Work REVISION 3 FOR RETAINING WALL Address 1,5712 72 AVE WES Owner SHARMA_AMIT Approved Date - 6/22/2020 Building Official 'W- Permit Number BLD2018-1 101 REVISION #3 REVISION Jul 08 2020 CITY OF EDMONDS DEVELOPMENT S FIVICES DEPARTMENT TOFz265,50 1 44- 51 266.00 25800 (S:)WALL ELEVATION 'E51 �/ SCALE 118" = 1'-0" PLAN KEYNOTES I CAST IN PLACE CONCRETE RETAINING WALL. SEE WALL SECTIONS & ELEVATIONS FOR WALL DIMENSION & REINF 2. FTG STEP. SEE 762 3, ADJACENT RETAINING WALL PER THE ORIGINAL DESIGN BY: MAINLAND ENGINEERING CONSULTANTS CORPORATION LEGEND C STEP FTG. SEE 7152 TOW TOP OF WALL TOF TOP OF FOOTING DIMENSIONS & ELEVATIONS 0 1 MENS[ONS AND ELEVATIONS ON THIS PLAN ARE PROVIDED FOR ESTIMATING PURPOSES ONLY THE CONTRACTOR $HALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ELEVATIONS WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS AND THE EXISTING GRADES IN THE FIELD AT THE TIME OF CONSTRUCTION ANY DISCREPANCIES SHALL BE REPORTED TO BOTH THE CIVIL AND STRUCTURAL ENGINEERS IN WRITING PRIOR TO CONSTRUCTION OF THE WALL 271,10, 279 27700 27200 272,00 --------------- --------------- 266.00 266.00__ (T)WALL ELEVATION rc"\WALL ELEVATION (�,)WALL ELEVATION '\�SCALE EIIB'� '\�SCALE �118'- V-O"�� '\�SCALE 7118"- 27700 275,00 �17 4. 1 �O 272.00 272.00 ------- ----- ---------- -- -------- - ------ I --------------------- --- 27000 268.00 L 267,00 62.70 262.00 - ----------- 25700 - ----------- --- ----------------- ----- - ---------- -- L (�E7)WALL ELEVATION \,�SCALE �1/8= 1'-O�"�� 267.00 ---------------- 262.00 2 00 57 /';`\WALL ELEVATION \,� �SCALE I18"V-O" � xwl),0/14=3 274" 26700 ----- ---------------------------------------- 2152.00 25TOO -------- ------- (—G�\WALL ELEVATION \,�SCALE �1/8'- 1 ,L 1* 7 c? z 0 6 LU _j -j z 4C LU �r. 0 aj a LU Z CC 2 LLI 60 z 0 LL, LLI CO) LL 0 L D LU si +811+ all � =RUN= RET. WALL SECTION RET. WALL SECTION T W LL SECTION RET, WALL SECTION K�SEZE �G1701�1_�� SCALE 1/211=11-011 KSrSCALE SCALE 1/21:=J.-011 GENERAL CONSTRUCTION NOTES CODE: DE SIGN AND CONSTRUCTION SHALL CONFORM TO THE PROVISIONS Or THE 201 5 IBC AS ADOPTED BY THE CITY Or EDMONDS, WASHINGTON. DISCREPANCIES: THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. SHORING & EXCAVATION: THE CONTRACTOR SHALL Off SOLEY RESPONS15LC FOR ALL EXCAVATION PROCEDURES AND PROTECTION OF ADJACENT PROPERTY, BACKFILL SOIL WALL BACKFILL SHALL Be WELL GRADED FREE DRAINING MATERIAL. BACKPILL SHALL BE PLACED IN ACCORDANCE WITH THE GCOTECHNICAL ReCOMMFNOATIONS . ALL COMPACTION OCCURING WITHIN S' OF THE WALL SHALL Be COMPLETED USING HAND OPERATED MACHINERY. DESIGN CRITERIA FOUNDATION DESIGN: RETAINING WALL DESIGN 15 EASED ON THE FOLLOWING VALUES AS PROVIOCO IN T14C GEOTECHNICAL REPORT BY GEOTFCH CONSULTANTS INC. DATED 01-25-18 & E-MAIL CORRESPONDENCE OF 09-27-T& ALLOWABLE BEARING PRESSURE. 3,000 PSF LATERAL EARTH PRESSURES: DRAINED BACKFILL ACTIVE CONDITION: 35PCF EFW I LEVEL 5ACKFILL I S'PREVI'StON PASSIVE CONDITION: 30OPCF EFW ULTIMATE SEISMIC ADDITION: E w 8H PsAwIlioN 2020 SATURATED SOIL DENSITY 125 PCF ./CLIVEDIFBIMMUDS 135 DEPARTMENT COEFF OF FRICTION: 050 ULTIMATE SPECIAL INSPECTION PLAN GENERAL * SPECIAL INSPECTION BY A QUALIFIED INSPECTOR 15 REQUIRED IN ACCORDANCE WITH THE 2015 IBC. QUALIFICATION. THE SPECIAL INSPECTOR $HALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL. REQUIRED VERIFICATION & INSPECTION: THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS & INSPECTION$ NOTED IN THE SCHEOU�E BELOW INSPECTION & TESTING SCHEDULE TYPES OF WORK FREQ I 12015 15C SECTION CAST IN PLACE CONIC REINFORCING STEEL, PLACEMENT P 170" PLACEMENT OF CONCRETE C 17053 VERIFYING USE OF REQUIRED DESIGN MIX p 1705.5 TESTING OF THE CONCRETE FOR SPECIFIED STRENGTH, AIR CONTENT AND SLUMP C I T705.5 SOILS VERIFICATION OF SOIL -BEARING CAPACITY INSTALLATION OF DRAINAGE SYSTEM: I C 1,705.6 PLACEMENT & COMPACTION OF WALL BACKFILL. P I 1705.6 I FREQUENCY LEGEND C = CONTINUOUS P w PERIODIC SUBMITTAL OF REPORT& ALL SPECIAL INSPECTION REPORTS AND TESTING REPORTS SHALL BE SUBMITTED TO THE OWNER, SITE STRUCTURES AND THE BUILDING OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION ON TESTING. CONCRETE CONCRETE REQUIREMENTS: LOCATION STRENGTH MAX WIC RATIO WALL5 & rTGS 350OPS1 0 28 DAYS 0.50 AIR CONTENT; CONC.IXPOSED TO WEATHER SHALL CONTAIN 59 -1-19 ENTRAINED AIR MIX DESIGN: SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS. MATERIAL REQUIREMENTS; CEMCNT� ASTM C150. ADMIXTURES: ACI 301 AGGRtGATES,. ASTM CB5. WATIRi ASTM C94 EXPOSURE CATEGORIES: FREEZING THAWING Fl SULFATE so IN CONTACT W WATER Wl CORROSION PROTECTION Cl PLACING REQUIREMENT& PLACING: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION TO AVOID SEGREGATION. DEBRIS: REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE, CONSOLIDATION CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS REINFORCING BAR + 6'-3" RET. WALL SECTION SCALP 1/2"=I'-O.. MATERIAL REQUIREMENT: REINFORCING OARS: USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT AS NOTED ON THE DRAWINGS, FABRICATION AND PLACING REQUIREMENTS: BLNDING: BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR AUTHORIZED By THE ENGINEER. CONCRETE COVER: MINIMUM CONCRETE COVER FOR RI!INff SHALL BE AS FOLLOWS, UNLESS NOTED OTHERW:Sl� CONCRETE CAST AGAINST EARTH-3" CONCRETE CAST AGAINST FORMS AND EXPOSED TO EARTH- 1-1/2" WET SETTING& REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED WITHIN THE FORMS LAP SPLICES: LAP ALL BARS 24�' MIN UNLESS SHOWN OTHERWISE ON THESE DWGS. WALL SECTION GENERAL KEYNOTES 1. APPLY PREFABRICATED DRAINAGE PANEL TO ALL WALLS. EXTEND DRAINAGE PANEL TO WITHIN 12" OF FINISHED GRADE. SEE GEOTECHNICAL ENGINEER FOR MATERIAL SPECIFICATIONS. 2. 4's PERFORATED PVC FOOTING DRAtN AT ALL WALL SECTIONS. WRAP IN 161-xl6-1 MINIMUM DRAIN ROCK BEDDING & FILTER FABRIC. ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON CIVIL DINGS. 3� LEAVE SURFACE BETWEEN WALL & FOOTING ROUGH. 4. FINISHED GRADE AT THE BACKFILL FACE OF THE WALL. HEIGHT OF BACKFILL MAY EXTEND TO THE TOP OF THE WALL. 5. CONCRETE PAVING SECTION AT THE DOWNHILL FACE OF THE WALL. PROVIDE 6" MIN COVER OVER THE TOP OF THE FTG. WALL SECTION REINFORCING KEYNOTES 100. 8- THICK CONCRETE RETAINING WALL, REINP W 15612"alc HORZ & VERT. PLACE VERT REINF NEAR THE BACKFILL FACE OF THE WALL. PROVIDE (2145 CONTINUOUS HORZ BARS @ THE TOP OF THE WALL. 101 Sm THICK CONCRETE RETAINING WALL. REINF w/ #501210o/c HORZ & 1 5016'-o/c VERT. PLACE VERT REINF NEAR THE BACKFILL FACE OF THE WALL. PROVIDE (2145 CONTINUOUS HORZ BARS @ THE TOP OF THE WALL ENE, VERT BARS INTO FTG �/ STD HOOK 0 3FT TALL WALL 02. #5@121to/c TRANSVERSE, 03. 05016"o/c TRANSVERSE. 104 Is LONGITUDINAL TOP & BOT AS SHOWN. LAP 24" MIN III ALL SPLICE LOCATIONS. 105. #5 WALL TO FOOTING DOWELS @ Wok PROVIDE $TO HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDEO A MINIMUM OF 11' INTO 14' THK FTG. SEE 6/S2 FOR PLACEMENT REQUIREMENTS. 106. #6 WALL TO FOOTING DOWELS @ 1611 o/c. PROVIDE STO HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF III-- -/- 1/2-- INTO THE 12' FOOTING. SEE 61S2 FOR PLACEMENT REQUIREMENTS. 107. 1 5 WALL TO FOOTING DOWELS @ 1611 c/c. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING DOWELS SHALL BE EMBEDDED A MINIMUM OF 1111 ./- 1/2' INTO THE 14' FOOTING. SEE 6/52 FOR PLACEMENT REQUIREMENTS. 108 #4@12'./c DOWEL & VERT REINP TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL 00 /( /,**" DOWEL ./� VERT I/ FTG TO WAI I J L VERT WILL IIINI 5AR 5PLTCE DOWEL TYP FTG DOWEL PLACEMENT DETAIL SCALE Vz`3` 6'-0* MIN V-4" -W M, 7 2 MIN , 11 i" PI I OAN FTG CONT REINF SPLICE BARS TO MATCH FTG REINF TYPICAL STEPPED FTG DETAIL SCALE 3/8`4-011 ' 52 jw 1 aj� Lu 0 z w In 75 Lu m w z 0 co 0 z 2 LU w cc 0 z 0 Lu a 93 Lu LIL. 0 9 R ru S20F 2 S-19-083 6 -W V. 10 , BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www,ecImondswajzov/ JOB SITE INFORMATION/LOCATION: (Where the work Is taking place) JobSiteAddress: 1571272ndAveW Parcel: 00513100002411 Lot /Unit/Suite #: 1 Subdivision: Meadowview Estates PROPERTY OWNER: Name: Amit Sharma MailingAddress: 1737ANW60thSt City/State/Zip: Seattle, WA 98107 Phone #: 425.280.8457 Email: Amit.Sharma@Docusign.com OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? 0 Yes IN No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT/ CONTACT INFORMATION: Name of Applicant: Jared Underbrink Mailing Address: 250 4th Ave S City/State/Zip: Edmonds, WA 98020 Phone #: 425.778.8500 E-mail: JareclUCE)cciengineering.com GENERAL CONTRACTOR: (if different from applicant) General Contractor: Mailing Address: City/State/Zip: Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: Perrnit TYPE OF PERMIT (Provide Details on Page 2) El Accessory Structure/ 0 Addition Detached Garage El Demolition 0 Mechanical IR New Single Family / Duplex 0 Plumbing • Fire Sprinkler 0 Remodel • New Commercial/ Mixed Use 0 Re -Roof • Signs 0 Tank OTenant Improvement 0 Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finishec% Unfinished 0 Ist Floor, sq ft: 2nd Floor, sqft: 1,-770 Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT DESCRIPTION New SER on previously undeveloped lot, Work will include clearing, grading, utility installation, & retaining walls. I certify that the information I have provided on this form/application Is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Signature: -C� �Date 2Z21A7_'_ . 6. GENERAL Cccupancy Group(s): COMMERCIAL DATA Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes%& No El WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMI17ALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. LT, / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL EQUIPMENT COUNTS (New and Relocated) BTUs Gas / Elec / Other QtY A/C Unit /Compressor Air Handier /VAV Boiler Dryer Duct Exhaust Fans C7 Fireplace 00 IL7�1 Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions 11' a Cornmercla I Bldg) Other: PLUMBING FIXTURE QtY COUNTS (New, Relocated or re -piped) City ClothesWasher Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks other: Toilets 7 other: GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs City A/C Unit &O.C�L) 4- "'4� 9 Outdoor BBQ / Fire pit i001000 L Boiler 1crL Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS (New, Relocated or re -piped) Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y/N PSCAA Case #: Critical Areas Determination: StudyRequiredE] Conditional Waiver 0 WaiverEl Fill In Place El Fill Material: Removal Size of Tank (Gallons) Critical Areas Determination: Study Required 0 Conditional Waiver EI Waiver 0 GRADE/FILL/EXCAVATE Grading: Cut 700 - cubic yards Fill 750 cubic yards Cut/ Fill in Critical Area: YesEl No GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. City of Edmonds Critical Area Notice of Decision Applicant: lAt-V-D UkD-ek;I'#JjL Property Owner: -494T 5#49^4 Critical Area File #: C447 '0/gI00& Z Permit Number: Site Location: /5?/Z 72,,-o,4vc- V) I Parcel Number: 00'5J_;J0.A00Z411 Project Description: AIEW 51IJ6cc- Almll- F� Conditional Waiver. No critical area report is required for the project described above. I . There will be no alteration of a Critical Area or its required buffer. 2. 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. P!r-Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. M/C00'ritical 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. V 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. V/ 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. 2f 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. F] 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 Z 0/10- 2-If—ca " Reviewer / -_;o- 6 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 APPENDIX A Page 1 of 2 25 2018 0 Transportati n-9W Analysis Worksheet 04 1.7 C. I sl.)� PERMITTING & DEVELOPMENT ENGINEERING D I V I S 10 N 121 5th Avenue N P: 425.771.0220 www.edmondswa.gov Name of Proposed Project: �,D�av-ff)ck 'Rec"lae-VAce Owner/Applicant � V) % -� !SV--1a_rff�Ck Name Street/Ma'llng Address 5ze-me W) city State Zip Telephone:4ze;,2z—,.sis3 V_�_ Applicant Contact Person: Name 'Z Sb 4 Tri Aw Q_ S Street/Mailing Address City State zip Telephone: 4?,L,,!5.M8.aGP0 Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): (�J/�_) Firm Name Telephone: 1. PROJECT DESCRIPTION Contact Name E-mail: a. Location - Street address: i Z_ :77-op A,.e- t-J (Attach a vicinity map and site plan.) b. Specify existing land use: U--6e-Je-tC22<--'8J �0 k_ c. Specify proposed type and size of development: :z;, ryke '(IefjZ�h �Q_ (# of residential units andlor squarefootage of building) d. Date construction will begin and be completed: e. Define proposed access locations: QV� OY- Ret-D '10 NIT APPENDIX A Page 2 of 2 f. Define proposed sight distance at site egress locations: 2. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the attached Impact Fee Rate Tables and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. L CHANGE IN USE Fee for prior use shall be based on fee established at the time the pnior use was permitted. If the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. ITE Land Use Category New Use Prior Use Units in Per Unit square feet, Fee Rate # of dwelling, vfb. etc. $ X $ X New Use Fee: $ - Prior Use Fee: $ 1 = 1 $ 1 1 NEW DEVELOPMENT Units in ITE Land Use Category Per Unit square feet, Fee Fee Rate # of dwelling, vfp, etc. New Use &7'7-Lict� X $ U,7-44.14 OTHER MITIGATION FEE RECOMMENDATION: $ INDEPENDENT FEE CALCULATION: $240.00 (+ consultant fee) $ TOTAL TRANSPORTATION IMPACT FEE $ City of Edmonds, Engine- ering* Division Approval ' No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. w d EVA,104" AAV�— . 1 8<30 ROW PERMIT NO.: ENG 2-61C? ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION PROJECTNAME: S�rWW?a A4,W1,Vt CONTACT: CONTRACTOR: &/b Coo-54ya Mailing Address: State License #: S-d 14 City Business License #: oA.) 6�Vftone #: go.( _ 5V 5 - (02W 49, rax # Email #: b a nzc AC45 Qyw Ll Liability Insurance F1 Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: 2 3 2, "-A NV t 0 ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: n Commercial 0 Subdivision F1 City Project El Traffic Control (Only) F� Multi -Family F-1 Single Family n EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this pennit part of a blanket permit? F] Other El Yes EJ No I ANY ASSOCIATED PERMITS? I I BLD# ENG# I DESCRIPTION OF PROPOSED WORK (Be Specific): L/211-- 4'.&A zr--4 "ZJ 14 (4) &:-� g2AJ V�# 6ki i-OAA (! &Z'J I WAS STREET OVERLAYED WITHIN THE LAST FIVE (5) YEARS? W—SE] NO 0 Year.----] PAVEMENT CUT: M Yes EJ No CONCRETE CUT: [I Yes n No If yes, indicate size of cut: x If yes, indicate size of cut: x RIGHT-OF-WAY AREA CLOSURE TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Hrs + LF X LF SF dSF Alley 72 Hrs + LF X LF SF Parking 72 Hrs + LF I X LF APPLICANT TO READ AND SIGN *Traffic control and public sa&ty shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS. Indemnity: The Applicant has signed an application which states helshe hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including defense costs and attorney fees by reason of granting this permit. I have read the above sl follow all requirements SIGNATURE and understand the permit requirements and acknowledge that I must for the permit to be valid. DATE 6� __S_ _/ 7 or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE of ED .1690 CONTRACTOR INFORMATION: SIDE SEWER PERMIT APPLICATION Company Name: tr4 6kouigsite Contact: g6r)jle �r 15 (on 5 4rue-A' Company Address: 7:6 &v-x 0, city: Zip: g9l State License # k45 C—C—q Expiration Date: Abov �z di . 7 PROPERTY INFORMATION: Address: F062-,bjc(ooS-� Phone #: Po (p — 57-0 3 - (a,2�0 D Email #: Oern i e OW�--5 C 6. Loy,, City Business License # Owner's Name: Phone #: FULL LINE REPLACEMENT E] SPOT REPAIR [I PIPE BURST 0 RELINE (PERMALtNE ONLY) DESCRIPTION OF PROPOSED WORK (Be Specific): 04 A !ZAlelAl;l- l0i 4PLA).apt qay 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 WAR] ADJACENT PROPERTY, I PROPERTY. SIGNATURE TO THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT DATE b - 5— 1 or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE GENERAL NOTES LIFE SAYETY NOTES (continued) FRAMING NOTES (continued Nothing in this pen -nit 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 7:00arn to 6:00pm on weekdays and 10:00arn 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, lunless 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. lit. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke 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 pen -nit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or H or of equivalent ,graspablity. IRC 311.7.8 Provide one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) -A minimum clear opening height of 24 inches -A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R- 10 insulation provided throughout the entire slab area. .1RC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"0"0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant to decay. IRC R317 IBC 2304.11 Joists shall have not less than 1.5 inches bearing on wood or metal and 3 inches on concrete. Joists shall be prevented from rotating at the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(l), or cripple walls shall be constructed of solid blocking. Cripple walls Ishall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a l6ga. strap, 6 inches past and fastened with 8- 1 Od nails at each side of ,the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"x3O" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding isurfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or H vapor barrier is installed on the warm-m-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. C) < E C) E 0 U �D U U, � U CN MECHANICAL NOTES FLUMBIIN(i INUThN PlKh-KATLI) WfNNTKUCT1UN IProvide 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. 1IRC 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 11FGC 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 tennination 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" aboveibelow 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. 11RC M1502 M1601.4.1 G2439 IMC 504 1FGC 614 �Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation Ishall not discharge through the backwater valve. UPC 710.1 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 penuitted 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 minimum3/4" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/4" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clampmig ring from clogging. 1UPC 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 1 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 JMimimum I" 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 V2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with V2" 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 Draftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq. ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstoppIng shall be provided in floor/ceiling assemblies under the following circumstances: I.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed 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. C) 00 Cq CD E 7T -t Z C E $a. C) ;> U a) 0 Z Z 0 U Z Z 0 0 U �4 Z U CN 2 . A. I . , I � - � � �. I � � GENERAL � � . � . I .- , - _ . 4. PO.-ticrid Cement shall .conform to ASTM 0-150, Type N" W/ water cement . . . I I I ro0o. less than 0.45 � � - � 5. form to ASTM C-33 and � � Aggregate for hardrock concrete shall con � � - aggregates for light weight Concrete shall conform to ASTM C-330. I I � I I I � - 11 � I Exceptions may be used only ,.With'.. permission of the Structural Engineer. . I I . I � . I ,� mixing operations I ; etc.: � shall conform to ASTM C-94. � - 6 Concrete I I 11 I 1. . I I I I 7. Placement of. concrete shall conform to ACI standard 614 and Project I I I 1 speciRcations. I . 11 a. Clea, cuverage of concrete over Cuter reinforcing bars shall be .� as follows: , I . 1 I ... I . .. . . I Concrete poured directly against earth - 3 inches cigar to reinforcing . �� .� .1 . . Structural slabs - ,3/4 Inch clear (top and bottom) Formed concrete with � � � . .1 I :r ea Ih hackfill - Z inches clear � �� 9. All reinforcing bars, anchor bolts and other concrete inserts shall be well I - � 1: : red in position prior to placing concrete. � scom . : � . . � 1 0. Provide sleeves for plumbing an electrical openings in concrete before I , , - I , . I I I plac!ng. Do not cut any, reinforcing which may conflict. Coring in I � I - itted except as shown. Notify the Structural Engineer : - - , I con.,j at(. is not perm . : in ,d�/,inde of conditions not shown onthe clruwings� I I � � � � :: lil.CoriJult or pipe size(O.D.)sholl not exceed.30% of slab thickness and shall � � . I . I � .. ,r � � ., be ,laced be ween the top and bottom: renforcing,unless specifically � : , � I I deto.i:�,i ntherwise. Cancan- trations of conclults.ar ipes shall be avoided � 1. sx,_�.pL wilere detailecloopenin are hprovided I I 12. Modii'un of elasticity f concget an st 'd in. accordance with . I I � .1 re a, w te a , , � . ... - I � . . .. AS`R� r--469, shall be.,Ot ,least the value given by the equations in I I I . � � I I .. .: �. . Sec.Lon 8.5.1 of ACI318.for the specified 28-�- , day strength. , . .�� I . I ,.. I I - .. . I . . 13.Shrir-kc9,,; of concrete; .When tested in accorclance with ASTM 0�157, , I , . 1''. . I �Q�in.h.§&,_.h. . 11 sha�l not exceed O.O( � __ - . �, �F I . 1_4Conc,,,!1uAe, si ------ ----'--- ___� inn �.. is.-_'Rosed on 3600 psi and 'special inspection 7.secl.irecl. I - 11 1. � I Sea sabdrate Inspection note under S101A 11 I - � _____ __ ------/ -.--. I I � _____ � - �. � .1 I I . I 7. All welding shall be done LISIf,g E70 ,Series Low.. Hydrogen. Rods and be in I I 11 I accordance with the latest of -the American Welding Standards. I .. - 11 � 8. Seismic Design Manual ,by AISC 341-10 I -- . . . A I � I I -� 9. Contractor to a ecif If. the steel colums are to be fabricated on site 1 . � 1. � I . I ... I I I I . � � � � - I I � 11 I I . � � . I � I � I I I I I � � I . � . � I � I � � � I - I I � � � I �� I I � I I I :: I : 12. Rim joist to top plate I : � I 11 I 11 8d t 6"�152 mm.) o.c. I � 3"xi:G131, ndils.at 6" o. a. � . 5-3"14 gage staples at 6" o.c. I I ,� 1 toenail I ... I I �� 1, The Contractor shall verify all climensions� 1prior to starting - - 1: � r itect shall be notified of.any discrepancies .onstruction. The Arch I I - �� I I , I I , I or inconsistencies. I I I � � - , I I 1 2 Dimensions shall take precedence over scale shown on drawings. I I I 11 . I I 1 I 1 3 Notes and details on drawings shall take precedence over , I era[ notes and typical. details. I I gen � � All..work shall conform to the minimum standards. of the 2015 I 1 4 1 edition of the. International Building Code and any other regulating I age Coles which have authority over any, portion of the work �cnd I those codes and standards listed in these notes speclfications.� , I ,, I I I I I I I � I I I � I I I I . 11 5 See Architectural drawing for .the following; . � I I I : � I I � . I I - I I � ,Size and location of all door and window openings, I � � I I I I - � I I except as noted, � I I I I I 11 � � I . - � � Size and location of all interior and exterior . � I I � � pon-In � scring 'ar'flo.ns I � I - S d location . .1i Concrete curbs, floor drains, I ize an I slopes, clepressed areas, changes in level, chamfer, � I grooves inserts, etc. , I Size and location of all floor and roof openings, except as. shown. - I � . 1 I - Floor and roof finishes. � I I I.. I I 11 I- Stair framing and details (exceptas shown). , � � I I I I I I I Dimensions not I shown on .Structural Drawings. � I I 1 - I I � I 1 6 See Mechanical, Plumbing, and Electrical drawings for the following: I � I I I � � Pipe runs, sleeves, hanger, trenches, wall and slab I I ,- , I I I I I � �� openings, etc., except as shown or noted. � 11 I � � - I Electrical conduit runs, boxes, outlets in walls and slabs. I 11 C I - � :Concrete inserts for electrical, mechanical or plumbing fixtures.. : I - .Size and location of machine or equipment bases � , anchor I � I bolts for mounts. I I 7 The Contract Structural Drawings and Specifications represent the finished structure. They do not indicate the method of construction. The , , � structure I Contractor shall provide all measure necessary to protect the, . I . duiring. c I onstruction. . Such measures shall include, but not be limited to, I I I 1 : , . bracing, shoring for loads due to construction equipment, etc. 11 I : .. Observation visits to .the site by the Structural Engineer shall not include inspection of the above items. I I I I 11 I I � � � � � I � � - I 8 Openings, pockets, etc. larger than 6 Inches shall. not be placed in slabs, I I decks, beams, joists, columns, walls, etc., unless specifically detailed on the Structural Drawings. Notify the Structural Engineer when :drawings by I I others show openings,. pockets,. etc., not shown on the Structural Drawings, . � but which. Ore. located in structural members. � I : I I .. I .11 � .: I I I 9 ASTM Specifications, noted shall be the latest revision. : � � I , 10 Contrafator shall investigate site during clearing and earthwork operations I as cesspools,, cisterns, far filled excavations or buried structures such I I . foundations, etc. .if any such. structures are found, the Structural Engineer I I I I shall be notified Immediately. . I I I 11 , , i - 1 ,I Construction materials shall be spread out if placed on floor or roof. I _' Load shall �not exceed the design live load per square foot. Provide , , , I I I I adequate.. : : , shoring and/or bracing where structure has not attained . , I - I I ..., I design strength, � I I I , , I I I I . . I . I I .� I I I . . I I 12 Design Code: IBC 2015 1 - I I . .. I . I � . I . . I . I I . 13 Design Loads (PSF�: , DEAD LOAD , LIVE 1. LO . AD : I SNOW LOAD, z I I - I I I . I I . . I � :ROOF : 18 I I 1. I . � . ....25: , , , I 11 I 1 20 . ... . . ,,, : , � 11 .. - I . I I � I . . I . I I : I I I FLOOR :: 34 1 � 40 � . .. I I I I , � � I 1 I � I �� . I I 1, I I I I I I I I I I I red I ,14 Individual piers shol project B" above grade unless approved wood , � � I , I � I . used. I � or posts 1 �. Top Plates, .laps and inte actions 1"S , I � � I - I I � � . I . .. 2 -16d common 3-3NO.131" nails 3-3"14 gage staples. I I ... I . I I.. . 1 I face nail I I I . � 14. Top plates, laps and intersections _ 16d: common : 16"o.c. along edge .1 � . SHOP DRAWINGS . - - I � I I -_- . 1. 11 I 15. Ceiling joists to plate I . � � � . � . 3�8cl common I 5-3"xO.131" nails 5-3"14 gage staples I � toenail I . ' 1. Shop drawings shall be su6mItted for all .structural items in I I . 111. �� addition to items required by architectural specifications. � . ,1 � . I 2. -The. contractor shall. review all shol) drawings prior to submittal. Items not , ,, I I I a shall be flogged upon his review. . ... . I An - accordance with contract drawn*g ..: . ... .. I : - : , I I I ..... . .... I I % 1 3.: Verify all dimensions with Architect. I 1. . . I .. ... I .. .. . .1 .. � 4. Any changes, substitutions 6r deviations from original contract drawings I . ... � . .... . .. .. � ' ' . . . .. �. I.. I shall be grounded or flogged by submitting parties, shall be considered �, . � " . I . . 1 ... . ... I approved after engineers ,r,-,view, unless notified otherwise. . . . . 1.11 I . . ... . I � , . I . .. 11 . I : : :::, , I 11 5. The engineer has the right to approve or disapprove any Changes to : . � . I - . I . I . Shop drawing review. . original drawings at anytime before or after I � I � 6. The shop drawings do not replace the original contract drawings. Items omitted or shown Incorrect; ' / and are not flagged. by.the Structural Engineer or Architect are not to be considered changes toorginal drawings. 7. The:6dequacy of engineerir,3 designs and layout performed by the others rests with the d!asigning or submi a tting authority, I . 8. Reviewing is intended onIv ,�q an .old to tile contractor in obtaining correct - I shop drawings. Resipong6iii,/ for correctness shall rest With the contractor. � 16. Continuous :header to stud - 4 Ball common I , ,,,,, toenail 17. Ceiling joists, lops, over partitions I : . - (see section 2308,10.4.1, . :.: .. table 2368A04:1) ... I . 1 I � 3-16d common. minimum, Is � to ,, 2308,10.4.1 I 4�3 xO.131' nails 4-3"14 gage staples � 11 � � face: nail � I I I � 1 I 11 I I - rafters 18, Ceiling: joists to parallel I I .1 (See section 2308,10.4.1, : table 2308.10.4.1) :, _. . , .. I � I 1 I I � I 11 3 I -16d common minimum, table 2308.10.4.1 � I � � 4�3NO.1131" nails . � � ,4-3"14 gage Staples , I . 11 11 � � I 11 - : face nail. � I � � � I � � � � � I � . 19. Rafter to plate - . _; I 1. (see section 2308,10,1... _% table 2308.10.1) : ' - , I I I I . . .. � 3-8d common , , 3-3"xO.131" nail. . I I I 33"114 gage soplas I .. I face nail. I I - I I � � I I 20. 1 " brace to each ,stud ,and plate � � I I I I I 2-8d common : , I I I 2-3"0.1131" nails . . : 2-3"14 gage.stoples face nail - - I �.� , 1 ". I . face nail, I � � I . L. ,; - . ... 1; I I I - �. I".. � ,� I .1 �; �' .. I I I I I $TATEREIN OF SPECIAL INSPECTIONS :.. I - ,� . - I �,, � . ... �. ;- � I I I 21,. 1 " x 8" sheathinq or less I to each bearing wall : - I I I 2�8d common , I � I . . I ,� � face, nail : . I . . I.. I � I I - I I This statement of pecidl lns.,�ection is submitfed ,in fulfiflment of the requirements � ofABc Se 70S , - I , . � I � ctions 1 4.3. th�, ',,,flowing attachments summarize the special inspections �, I I 11 and structural tests required 'or this project. : 11 . I I I These. requirements have alcc.� been made pq I rt of the approved plans. I I The ow I ensure that the construction , bar recognizes his or :,gr obligation 'a lies with the approved p,--.,mit documents and to implement this program of comp" a � special inspections. In porti I fulfillment of these obligations, the owner will retain � � S I and direct!y.',p for the pe6al inspections as required in IBC section 1704.2 I 9� 11 � Special ,inspectors will refer t., the approved plans, and specifications, the above I , , , referenced a had les, and. the relevant IBC sections for detailed special I I I IP1 P inspection requirements. any. 6dditional tests and inspections required by the I .1 - I I I 1. � I - � I . * nd specifi6q�iGns will also be perfo ad,. approved plans a rrn .1 � I , . � 1. . I I I I I Interim inspection reports I shW be .submitted: to the building department and .. . I I ach-lawin, Inc. ;6, j&( C� section 004.2.4. a final report - � to hohb - ocordance with IB I I I . I -hunting required .special Inspections, testing, and ...... I of special inspections docut . � I � . � . correction of any deficieraiies noted in the inspections shall be submitted prior .. I .1 I . to issuance of a certificate, of use and occupancy. .. - I . . ,� This plan has been clevelopod,; with the understanding that the building official will: � I 1. Review ancf.approve the quali[ication of the special inspectors performing the 11 I , I 11, I I inspections I � I I I I � � I I I I . I I � 2. Monitor special inspection octivities to assure compliance. with.. project requirements. � .1 � . � I I . .1 . � :1 .... - I I I I 11 I � . I.. - I . 3. Review submitted inspec�lr,, Qrts,., , , . . 11 1 I n rep " . . . I , , I I I I .. I .. I I 11 - : . I I I I I I I I I'll., .11 I I 11 I 11 I I ... . 4. Perform inspection . � I .. . 11 I I - . . . . � � I � .. �. . . .1 I � .. .. . . . . . . .. . � �. ... . . .. � . I— I � . . . . . . . .. .. . . . . . ..... ...., . . . .. ..... SCHEDULE,,,.QF SPECIAL; INSPECTIONS,::......... . .. ... . ....... .... ....... . ..... ....... ... . r ....: .. . ... 1. . I - I....... I 1 ._ I.. 1 ... .. .... .. I . ... . I . � . - - ... .. ..... . .... . ... 1. I , , . ............ .........I . . . .... . .... .. I ction � reclyaq .1 . . . . :. . . . .. . ..., ... Inspe f I . .. .... ..... . . .. . ...... . . . . 1. .. . . X I . I ... I ... . ... . 2111 I .. . : I I I I I - .. . I . . I .11, I I I I . . I.. 1. I I . , C - continuous inspedt.6h . I 1. 1. 1.11 11 I - I .1 .. 1. .1. I .- I . � I I I I - . - I.. I 11 I . . � I � � . � � I '_ -; : . ., I P - periodic inspection . I I I . I 11 I I . . . � I I . - - � � _ � . X - denotes in )action 1iict -s either ond" a , � , , I ' Aime or; at, _ I - . I I I , I sr I I I I . 1. , I I . I I I I 11 I frequency defin,d in �,-ne other ,manner : , : , , : . - � I I 1, I � . . . ... ... . � I 'i p - .. . ... .. .1 I . . .. � I T__ . F.-I SEISMIC DESIGN DATA I I I - - 22. Wider than 1 l' x 8" sheathin to each bearing . I 19 I � - I 3-8cl common , I 11 I : I � I I I I � . I I I . .... .. .... 1. I �, : face nail .. .. :. : . . 1. � 1 ... .. : I . . . . . . I 1. Seismic importance factor : 1.0, Risk Category : Ill 2. Response spectral accleration Ss(D.2 Sao) =1.33g ;S1.(1.0 Sao) = 0.520g I I 3. S;i--,Flc,ss : D I I I � . . 11 . 4. Basic selsmic-forc67resisting system..(MAIN BUILDING): z 1: 11 . Btu walls with Sheathed with wood structural. � I . . dpa Ya1L_s4s_t_em_, Light frame I I I I � I . - I 11 � . I panels (R=6.5) .. . 1, I I . 11 .. ....." ... . . . . . . . . . . .. . Design base shear (V) : CsW = 0.1364W . . � .. . .. .. 11 I I I . . . : .. Analysis procedure: -Equivalent lateral force ,procedure per section 12.8 of : . . I I I . I . . .. 1 I I -, - I 23. Built-up comer studs � I I I I � 1 1 I . .. 1 6d com man I I 1 3"X0.131" nails 3"14 gage staples. , , I .1 �; , 24" 0.0; I I I W! O.c , I 16" D.C. I I - .. .1� � - � I 24. Built-up girder and beams .. .. - . . . � . .1 . . I I I � - I .1. . � . . . . � . � I .. I 11 I . .1 I I .. .1 I . I I 11 .., . . . I I . . . . I I . . I I I I a.. . 20d common 32" a. . ' " 3'xO.131 � �_3"14 nails at 24" o,c. 0 t 24" c gage staples a I " 2 -20d com I man : 3-3::xO,131" nails , I I I 3-3 14 gage staples .::..:.:.. face toenail at top and bottom staggered, on. ' ' opposite sides � � � face toenail at ends and each splice - I I I I I I-. I I 1. .. I 25. 2" Planks . . � - � � I I I I . . 16d common . ..: . � � at each bearing . - 11: �J ___ . I I I I I 11 I I WIND DESIGN DATA, � . 1 1 I -_ - I . ... .. � . � � . � : 26. Collor tie to rafter . 11 I I . I 1 1 .11'... . .. . . .... I I . . ... .. ...... . . . . ... . . . . . � . � . 3 � 1 Od c 1. mmon ; 4-3"xO.1031" nails I I 4-3 "l 4 staples face noll � � ,face.. n oil I � � - - . I � 1.1 Basic wind �sipeed VuLT : 1 1 0 MPH , � � .� . I . 2. Wind , I . I I .1 I 11 Imparritance factor : 1.0 - ..:.. 1, - . . . . I 11 . 11 : .. .. . I - . . 1 1 Wind exposure : B . I I I . . I I � I � I 3* 1 1 I I I I I . 4. In 1 e�ncl 'pressure,, coffegient ,± 0.18 ; , 11 I I . . End 0;16 PSF(Interior Zone) +16.00 PSF ( 5. Design wind pressure at Exterior Walls = 2 . I I : � I I � � I 11 1: 11 1111 : Zone) I I 11 11 � .. 1 I � - I . I � . . . -1p... . 27. Jack rafter to�,V . - I I I I I 11 I ,: I I I 11 .. . I � I , I � . I 11 - I I I . . : I I I I . I I 11 I 1 1 gage - - - 1. I 3-1 Call common, . � I 11 I 4-3NO.1311" nails � . I I 4-3"14 gage staples , : , I I A66 nail I I . � - . face ,nail � I 11, .1 1 I I I I � � I I I .1 1 I Js is kl< I � W KK . , I , , 11 I I I I 1 I - . I .1 .. I.. . I.. , . . . , I I . .. . 1. I . .. ::.. � . ... . . I I � I I I � � � - � � .1 � I . . : � , 11 . I � I I . . .. � I : ,� � . � I I I q., I , : I � . . I � I I 1. P 51 .2 I A �: � M Q .9 � �,; . : .., I . . I I I .1. 1, f2 i� � M 9 �: 0� I � R E oz � � � 1 I I � .!3, E c, 9 , C� � R 5: , M P 6 2 8. - �_ a � M. W ig Z < 5 :d 0 � < a, I < 6 Z = I- ,� IS � 0 = 9 = o, 2 r-� SQ I I I I I I I I � . 9 re Z 2=16d common . I . 3�3NO.1311" nails : 11 - I 3 -3"l 4 gage Staples I , .. , I 11 11 . I __ - ____ �� I I � I � ;; I I 11 I I I , � � I - I � � I 11 � - I ; I � I . I � � � � � 11 I , . H. I I � i - � � I I � . . 28. Roof rafter to 2-by ridge beam � � 1 , I ' ' I � I I I I 2-16d cornmon I � 3-3NO.1131" nails, 3-3.'! 14 gage staples I 11 ''I I - 1 1 , toe nail I face nail I 1. Frorning lumber,pholl be Douglas Fir-Larch(North)No. 2 Grade, or better( I I � I I I I I � !X61 D,6#2 )� , r':!;; 1, I � � . �e 1/16" -tighten ,16s sh-all` 6 maximum larger than the bolt size. Re 2. Bolt sic � I I oil n; i�z pri'6r:'to closing in. � � I 3. Stejf,.�.,.d"cut,washers shall be used under bolt heads and nuts against wood. � I JI �,, z, or P161:qg, resting on concrete or masonry shall be pressure 1 4. A I I tre,�,Led Qo6plas Fir. Bolts shall be placed 9 inches from the end of a I .1 � ' tfb�, a notch greater than 1/2 the width of a plate, and plate,00r , I , spread at 16turvals noted. � I xcept where shown in details. Obtain � � 5. Do not notch joists, rafters or beams, a � �� engineer's approval for any holes or notches not detailed.. Holes through a 11 I hall Isille. plates. studs and double plates in interior, bearing and shear walls I C f I not ;�-_aecl 1/3 the plate width. Use bored holes located.in the center o , . 11 I I " I I the stud or plate. I I 1 16. Approved cross-br;dg'ing or solid blocking shall be spaced as follows: I n 8-inches in depth, at 10 feet o.c. maximum. I For Rafters more tha I For floor joist more than 4 inches in depth, at 8 feet o.c. maximum. , . 17. Nailing schedule per 2015 Edition of the International Building Code, Table No. 2304.9.1 Unless noted otherwise. ,� I �� I � � � � � ,. 11 � I I m man I'll � 3-3NO.131" nails I 3 -3�114 gage staples , I �� 29. JOIST TO BAND. JOIST � I � 3 -16d common I 5-25NO.1131" nails 5-3"14 gage staples � I I I � face nail B. I presure ,treated .are I � - � I I I I . . I . .. 1. . FOUNDATION � I - . I 11 � . - I NOTE: I I - A. Common or boK nails are permitted to be used except where . I I otherwise stated. .r., ,s I I � ermediate B. Nails spaced at +3 ,inches on center at edges, 12 inches. at int - ,supports except-*'5. inches at supports where are 48 inches or more. For I I � -al Panel and particleboard diaphragms and shear .nailing of wood,structui I � walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or Cos' C. Common or deformed shlnag�k � I I D. Common . I I 1. E. Deformed shank I I I.. . . .. . . F. Corrosion�resistant siding nail. . I G. Fasteners spaced 3 inches on center at exterior edges and 6 I inches on .center at intermediate supports. I I I H. Corrosion-resistont roofing nails with 7/16" diameter head and 1-1/2". I � , I I I I Is I I : , .1 ,. C grths for 1/2" sheathing and. 1-3/4" length,,for 35/22" sheathing. I I I I I 1. 69r 0 !on -resistant staples with nominal 7/16 crown and 1-1/8" � �� . , . - - .... I . . ength for sheathing and 1-1/2" length .for 25/32" sheathing. 11 : , , - , - � 11 11, 1 I I , 11 1. : - I Panel supports at 16 inches (M Inches if strength axis in the , � :: long direction of the panel, unless otherwise marked). J. Casing or finish, nails speed 6 inches on panel edges, 12 . I inches at intermediate supports. , : � � K..pcinel Supports at 24 inches, Caging or finish nails speed 6 .I inches on panel edges, 12 inches at intermediate supports. I I L. For roof Sheathing applications, fasteners spaced 4 inches on I 1. , I 11 center at edges,. 8 Inches at intermediate supports. . M, Staples shall have a minimum crown width of 7/1 G". N. For roof sheathing applications, fasteners spaced 4 Inches on I I I � center at edgei . � 1 8" at Intermediate supports O. Fasteners, spaced 4 inches on can r at edges, 8" at Intermediate � te . I supports for subiloor and wall sheathing and 3 inches on can ter at I I edges, 6 inches at Intermediate supports for roof sheathing. , 1, 8" CtL P. Fasteners spaced 4" on. center at edges, intermediate supports. Q. Where a single 3-inch nominal sill plates Is used, 2-2 Od box end I I � nals shall be vubstituted for 2-16d common end ,nails found in . I - line 8 � of nallinig schedule. � - � --- . . . , I . ' '; z 2 15: IBC 1705 . I I CONCRETE CONSiRV � PER a .1 . ." I-, 6 it � I . . , , , ,3 . - - I .. 1. . . � � I - . I I I . . . .. . I , .1. - . . � .1 . 1. . : .. . � . , - , - , T - I 11 . . . 11 I . . TAJ3LE 1705.3 CO 0 I L I I I 11 . ....... .. . I ; ': . , . 11 1 7 11 . 1. 1; _ I I ; . . , ,;, : . , I I � - . I 11 . � . I � � I - I �� Footings are designed in accordance with recognized engineering 1 � � � : . ctice for soil conditions : � . �, . pro I � I BEARING = 3000 PSF� AS PER SOIL REPORT BY! SOIL I I I I GECTEcH CONSULTANTS. INC. I . I I I I 1 2401 10TH AVE. E, SEATREt. WASHINGTON 98102 � � I I . I I 1, I - P � � I I I ROJECT NO.- JN 18021 11 . :� � � . I I I 1 OATED- JANUARY 25, 2018 � I I I I 11 I . I 1, I . I I I I I PHONE NO.- (425) 747-5618 - I 11 "I'll 1 � . 2, Contractor Shall provide for proper cle-watering of. . I I I . I � � - I ,� � 'excavation. from surface water, ground. water; seepage, etc. . I � � , � � . . I I 3. Footings shall be placed and estimated. according to depths � � .. shown on the drawings, and as recommended in, the soils . . I � . � I � . I : . � � I report. I I . . . I . - 0 Aing backfill and utility trench backfill Within building area I I I I I � 11 I 4. F ( I . .1. I hall be mechanically compacted in layers.. :Flooding will not .. .: I a . � . - .. . .. .. be �permitted. � �� I .. I I .N. . I � I � - 5. All abandoned footings, utilities, etc. that interfere with: new I I � � � I I . . ,. I I I I I I � . I I 11 ristructim shall be removed. I � � . - . . 11 cc . 6. Preparation of soils benecith building footi gs and ,.floor slabs, I I I I I I I go,n � I 1 I 11 1 I shall be in accordance to the project Is report, � I I I I I , I I I 11 � "I'll, � - - ;. . I . ITEM .. : I . � , , FREQ. 1. . . . �:: i :.:.: NOTES I .. .1 . - ___ - I I � rix ai,js%� , 1. Verify use of required ml .in. .- �P�� ... . .11, I I "I'll I -1 4:26.4 :. I .. 11 . ass ACI 31 8 - I I . . .1 2. At time fresh concreto. is samplod: fabricate, specimens for strendth Aests, perform slump and air content tests, and determine the . . ,, . . I . - . temperature of the concrete.� I I 11 G . . . . . . See_ASTM C.172, C . I.. I I'll 31; 1 - 1, I I I I . . � - I 11 .. ACI 318-14�26.112 . .. . . I I . ... . I I I I I � � . I I . . - . I . � 1: . . . :� � . : - . I � �i �� IM, I I I � 6 19 A I �.. I ,� 11 F1 * . � I �� f , 2� I �' - � R � .4 0 1i : 3. Inspection of concrete placement for .... .. . . .. I . ,. - I � .. proper application techniques. - I - 1. --l-, . - . C - .... see ACI 318-14:26.5.2 ., :. . . � � I � �� - .. - - I . . I I I I - - ,. I . I .1 I I EDULE I G SCH I ,-NAILIN I .1 I I.. . I proper, I 1. I 1, I . I 11 1. 11.1 4. Inspection for maintenance (If . I :11 . ecifled curing temperature and .. : sp 1. I : � - _ 1''.. - ... , techniques. I . ,.. . � � � - , 11 P .... .... ..... . .. ........... ..... .. . ..... . ... .. .. .. .. �. � I I � � I I I � I I ' see ACI 318-14:26.5,3 I I ;�ffR 7;iq [_< A , � - . . . 11 I . � I MAINLAND I.., ENGINEERING CONSULTANTS . CORPORATION , � . I � Suite 206, 8 3Q312,8th Street � .. ... Surrey, B.C. V3W 4GI: Tel: (604) 543 8044.. 111. .. . Fox: (604) 543 8104.. ... . 1 . :1 . . . 11 1. .. , - 11 �� - I --- I � 1, I CONNECTION I FASTEINING"m 11 I : LOCAT16N ___ , . . 5, Inspect framework for shape, location and ' dimension of concrete mermnre being � - . � formed. ---- - P I .1 I see ACI .. I . 1 318-14:26.11 - 11 I 1. ioi�t to sill or girder - 11 I I 3-8d common 3-3"xo.131" nails 3-3"l 4 gage staples - 11 - - � I � I - - I toenail � �� I � I . � , � 2� � Bridging to joist - I I I - I I I , I I I I � 2�8d common 2-3"xO.131" nails 2�3`14 gage staples � � . , I toendil each end � - I 'I'll I - - I 1. .... 1. .. ,� . : 1, � ,. : I '. �::: I ALL WORK SUBJECT APPRIBINED � I 1. TO FIELD �: iNSPECTION FOR PLANS MUS7 BE CODE COMPLIANCE . ., __._._�, - : 1. : ON JOB S�TE I I I . 1. . I I I I I . I I � � I I . .11 . I I 11 . - - �� ... I ... . I I . .... . I I I ....... �.. �. � � . I . . 11 I I . - . . I I I I - - - � - I - - I'll, 11, I � I I � � - .... �... . �� - � I . . . 1. . .1. .,.�� I . .� . I � �. - -.1 � . . . . . . .. . .. ... I .. ... .''.. I , ,.. - I I , .1 - 1, 11 - I . 11 � I I ... - . -1- I ------ 1_._. I 1. - �, . � . � , �. i I � I I 111.1 .. ".... � , �. , . � I I I . I .. I . 1. - 1. - ... -.1. . I �. 11 - - I—— � - - . I..''. .. �� 1 City of Edmonds Building Department I I - I ._. . .. �.� .. - - � . � �. �. . .. .1 . � � � ,:.%:: .,: ... :F - . _ . I I - - ... �. .. .... .. . � . � � ....... . . I .. ...., .. . . .. .... . .. .... . ,.. . ::.... , .1 . .1.1 . .... .. . . - .11 1. ,.. .. . .... 1. ".. I . I I . .1 .. ...... ... .. . ..... .'. . .1 . : , 1 11 I . .. ... ..'.......... ...... "...., . .. I I - - 1, - 111.11 -.11 . ..'', I , �� 11,11111,111,11,111, I 11.1--l'' I - � - I I .11 11 I 11 I I I 11 , 11 , I I ., 11 I , I I I 11 'I'll - 11.1 ." I I �, .11 I 1 I 11 . I I .11 .. .. I I 11 I - 11 I : : I � APPROVED P A , , . I I., 11 .11::11 I 11 11 __ I I I .1 11.1.1 , .1.11 I .. ,� - I -_ I 11 ,".." ..., 11 11 .11 11 I'll., .. .... . , , _ , , , . I - . ,. - 11 1, - . - "I'll" 111.11, ., -, . I I.. .1 \ 11 I � � . - I I I I 11 1 I - � ::, , , I . - I - 1; 11 I I . 11 I I - - , , : I I 11 , - I-, I I I-, 11 I.. .. -.111 I .1 � . I ,.: �. : ::.: I � V. .: �.� � � � I ''... I - . I I I . � .. - - .. � ... . . . . . ... . � . 11 I--, .. .. .. . .... .. . ..... . .1. � 1. .- I .1 I I _ .. . 11 - '''' ,. - I ......1,111,1111 - 11,111,111, 1.1, 11 I I . ....'....'.. I .1. .111". 11 I.- 11 I I 11 � � � � - .. ,....... ....'.....1. .. ,' I .. .. .. I . I.., .. .. .. I ..... . .. . I -, ,. I . :. %; .11. 1.111, I 1. 11 . . .. .. 1. I ''I'll", . . - CIT (aply , . I 'y C I "I'll" - .. . .1 . .. I I "',,"", . .1 ... ... 11, 'I'll'' - . .. . . 11 I , . . .... .. .1 1.11'..''. I 1. . . .. , . 11 ::..,. .11 11.1 I I . . .. .. ... 11 I .11 ., .... I . . . I "I I I . ... I 1. I �... 11 I . .: I . � � � I'll, I I 1, . I 11 . I I � I 1. I I � � � "I'll, � .11, � � 11 1. � � � , 1 .. ;; , I 'I', I � . --l", � � - I I . 11 - 1 :::... , I I I �.I...., ,,,_' .. ...... - � I .. I . .1 I ., I ..: . .... .. � ... .. I ...", - I 11 . .. ..... . . ....I.. -, . . : - I . . .11 . . . . ... I , I . N : .... . I.. - . . ... '.1 11.11'' 1. . .... - .. ,� � � 1.1.1', I'll 11, I .. :.....".1-1111111, RESUB .. 1. I - � I I 11 11 . I I ... I I ,, . "I - 11 1. ,...."""Ill N, _�, .. � - . . .. I 11 I I I .'' I - � I I 11 I - . 11 I I - .. "I I I 11 - : � :; MAY 2 8 2019 . - 1 � ,. . . I �. I.. _; , , I .. .111, �. .. .I.... .11,111, I .. .. . .1 � - , 11 1. . . .. : . :;� - - I . ....:..::... 1:1 I BUILDING OF 11 .. .... ... - I - . ... ...1.111111111 ". . . . 1.111, I �: CITY OF EC`MARTN`DEZNT .. . I , , I I . ... .. .. I .111111 . I .. I , I .. .1 .111 I I - - ::. I , '', I .1. ; :: : . 1 I 1. I .. 11 - . I , 1 .1 I -, I I I 11 11.11. I - 11 . .1 11 11 1. I - , I .1 1. .. I 1 11 . - �4k�4-,,J . . . - I 11,111, , I , I , ... . . � I I I .1,11" ;. :� � �. � __ . � :, I I'll. '. :. . _ : ... : :: :, I , , . 11 . I . . .. I I I . . . .1 . .. .. . 11 I I .. . I . . .. .. I I I I . . I . . .... . .1. . . . .. - ,. : , 1. .... - I'll ".. . I I - �� I I 11 � � I I � C. REINFORCING STEEL I I I (for I I oncrete and masonry) ': I . .1 I � � I I I 1 - Reinforcing bars shall conform to the requirements Or AWIVI A-0 t. � I . I � 11 I Grade 60. � - �, : ''. 11 2. All reinforcing bar bends shall be made cold. : . . . I I 11 11 .. . .. - I I ... . . .. .. 3. Minimum, lop of welded wire fabric shall be 6 inches., or::, . . 11 1 , � . I . 1:, I -, I . I I I . , .11, . I I'll., I 1, one full mesh and one half, which ever is greater. I � I I 4. bars shall be marked so their identification can be made I I All 11 .1 I I I ,� . . I � when the final in -place inspection is made. I I I I 11 5. Lap splices of reinforc Ing bars shall utilize the noncontact lap . splice � � I . method with a minimum clearance of 2 inches. . I �� ,� 6. Reinforcing splices . Shall be made only where indicated on the drawing. : � � 7. Do I ns shall be the same wels between footings and walls or colurn grade, size and spacing ,or number as the. vertical reinforcing, � � I � � � respectively. . � � � � - � --- , � 3. 1'x6" subfloor or less to ea. joist ___ 4.Wider thanIN15"sul,floor to ea. joist ____ 2 -8d common I'll � : 3�84 common I face. nail 1 face ,nail . I - � 5. 2" subfloor to joist or girder 2�,16cl common . blind & fa ce nail ___ � 6 Sol- plate to joist or blocking I I I .. ; I I . ; 1 ; I I , � 1 � I I Sole plate to joist or blocking, � m ...1. � a. -aced wall panels . .. . 11 I � I .:.:: , , , . I I . ..... _5�1_.,ppi -T-6d at 16" a 'c. � 3�3`xO.11311` nails at B" o.c. 3-3"14 gage staples at 12" a.,. 11 11 11 - . typical .face nail . I I .: �:: � . I : . . .. , 1. I 11 11 braced wall panels I I I I I I . : . .. . - . .......... � ... .. . ... .. . � I .... . . .... PROJECT TITLE, . . . �� - I . . . 11 . . � 11 . . . . SINGLE. :FAMILY: 1. I . - - I I , I 1, ... DWELLING 11 . . .. I . 11 1. I I I . I I . I 15712�72 AVE.:. WEST_ � , � EDMONDS Wk .U.S.A. I .. . . . � 11 . . . .. - - 3-16d at 16" 4-3NO.1311" nails at 16" � 4-3"14. gage staples er 16" - � P ,a to stud I 1 I _ corl,lpon 2-16d 3 _ 3 .0. 1 3 nails at 16" , 3-3'�14 gage staples - .1 I I I end nail : :. .: :: . . I . . 1. � � � I � 1 I LAMINATED BEAMS , (GLULAM) � I I I - - I I � � 11 � � � ��:] PLYWOOD � �, - � I _.- . . I I Siud to sole plate I . I 4-8d common � 4-3"xO.131" nails 3-3"14 gage staples I .. ... . � .: . . . I I toe nail 11 :, 11 I I I 11 I I � . . . end nail . �, I I . ... .. 1. , I 1. .. I I 1. Glued -laminated beams shall be 24 F-V4 and hove the following I I 1, � � I � I � I I minimum ,properties: FB=2400, psi, FV=165 psi, FC (perpendicular) , I I � I I .... ''I = 650 p I. E=1 800,000 psi. All beams shall be fabricated, using I I .1 ! 111. I I .:� 'waterproof glue. Fabrication and handling per latest AITC and I � WCCA standards. Beams to bear grade stamp and. A17C stamp � I - . I 1, � �.. 1. � � and certificate., Moisture content shall be limited to 12% or less. I � I STAMP � ,,,,�1-:, "I L I 1, I�J� �"��,Z��,'l :�,, � � ln___,�;, I - . . � ��, � ,� . 1�'_._ ''I".... ,. - . I'�', , , . ,- , � ',� - , I , I I .. I 11 � �; , , I "'], � I �: �, ;, � -1 � � ,,, " � . . ,. . � 0. 1. 112:, � . � � - , � I �� , . � 11 , ,, � , *;,, - : . 'It., :� I .� . i�� - . . . �'. , � .1 . 1. , � � � -1 D 1514 TI L _5 E P 20111 . I � � All plywood/uSb shall be C-D interior sheathing with exterior glue � - � shall -bear the stamp of an approved testing agency. Lay up � plywood/osb with the face grain perpendicular to supports, use a . I mi I nimum of 5-ply plywood/osb. Stagger joints. All nailing, common . I . be of the span/inclex. ratio and shall be as .. nails. All plywood/osb shall . . I I . I , I I shown on plans., I � . I 2-16d common 3-3NO.131" nails ot 1 6'. 1 .. 3-3"14 gage stopbs � ...: , � I I.: ..... .. .:. 9. Double studs I 11 � : :::: ...... . ... I.. 1, . .. I 11 � I I... 11 � � � � I - - .:. � . 1 6cl at 24" o.c. ,J X0.01" nails at 8" o.c. , � � 3"14 gage Staples at 8" D.C. I .� � � . � .... . . face nail . ... . . . . ... .. . . . � � I.. ... 11 : I .. I I I E. I .. I I . 1. I I . I . 1. , I CONCRETE I I . ... 11 - 1. I - �� . I � I � I .1. 1. All phaBqp.of work pertaining to structural steel construction. shall . . � eel (latest conform to the building. code:required for structural st - 11 � , eclition of the IBC Code and Manual of SteplConstruction). I � I . I � , I .. 2 -36ksi) . . - Structural steel for plates and angles shall conform to ASTM A36 (Fy 3. Structural steel for pipe shall conform to ASTM A53 Gra de B(Fy=36 ksi I � ., , in.) and Structural steel tube would be ASTM A500,GRADE B cold formed in with FY=46 KSi and all W beams shall conform to ASTM A992 Grade 50 4. All anchor bolts shall be A307, unless noted otherwise. 11 I I . I 5. All bolts for structural steel joints shall be ASTM A325,unless noted otherwise. � � � - 11 B. All� welding shall be by welders holding valid certificates and having . . .1 current experience .in the type of weld shown on the drawing or notes. � I � eating agency Certificates shrill be issued by a approved I - . .1 I 11 I � I I � � � � - I �.: �: 0. Double top plates I .. Double top plates I I . �. - � � . �� 16d at 16" o.c. .1, . . 3"xO 131" nails at 12 O.C. 3'1�.gage Staples at 1 2" o.c. - 11 I � I typical face .nail. . ... .... . . . . . � . . . . . 11 . I I . . .. . I I I 11 lop splice , . � . . : : , I � . . . ... . I 1. All phases of work pertaining to the concrete construction shall, be. in, , � 1 1 � edition) . ,accordance to the project Concrete" (ACI 318 latest approved , . 1. withsoils report. modifications as noted in the drawing or specifications. ,, , 1 I . I 11 2. Reinforced concrete design is by the "Ultimate Strength Design Method". ACI . 1. I - I 318-99. 1 1 1 1 1 - Concrete 28-day strengths and types: 11 I 3. Schedule of Structural.. I � Location in Structure Strength PSI �. .... . � � Slabs on grade . I I .3obo I - � . . I � I 1 3000 - , - I ,� Footings . . I : I - I I :. Retaining wall � 1 3600 11 I . � � � ... . . . � �. . . . . - . 11 I coNTENITS � STRUCTURAL NOTES : : .1 I . . I . _��-_l 6d common 12-3"xO.131'! nails 1 2-3" 14 gage staples tylp. face nail __ CONTACT: AS -T-l.BFocking between joists or , rafters to top plate .. � . . I I I I----- __ ;: .- 1. � . .. 11 :: I - 3-8d common I'll . 3-3NO.1131" nails 3-3"14 ,gage staple 11 . �� - I I 11 I � . I I 11 I � ... .... .111 I I .1 I � toenail � � PROJECT NO. I DWG, 1,10� UR801 I S101 . .. 11.1 . I., .. . .1 . . . . . . 11 . . . . . .. I .: I 1. - I I I I , I I , I . I I - 11 11 I � � I I I 1. , � I I I � I I I I I I � I I . ,;; I I I I .1 I I . . . . I I I � I I I .. : . I I I I . . . I I � I I 11 I . I I I I � I I - I I � I I I � I .11, � . I I I I I 1.111, .11 : I I � I - I � I I I 11 I I I 11 .. I - 11 I I I � � . 1. :.." . - - I . .. .. ... ... - � 1-11 I-- I I ..... .. I . I :.. . �. , , , - � I , I . r ;. .: .:..: .......... I 1: 1. v., �:�: ,:�,;: .. ... . , ''.... � .... ..... I . I �: : �:;;:: ;;;::::: :: .. I , I :.. I'll. - - :N: . 1; 1. . I I ..... .. . .. .. .... .r "I'll _.:�� : .:;*1 - ... .. - . I.. . I .1.11 . I I I I , :�, � 11 � I .1 I . :_ . . 11 I . . . � � � . � � . I , . . 11, I . � I I I I 11 . : : . . I I � I I : 11 I I � I .. I I I � . .1 I . I . I . 11 I , . . I . . STATEMENT OF SPECIAL INSPECTIONS . I 11 � . 1, 1, I I 11 11.1. - .. I'll, I � I .1 I � I..., I .. I I I . . I I � � � I . . I 11 I I . I I � . . I � . I I . .. . . I I I I 1 . I I .... 11 _ . � I I I � I . . , � I 1. ....'' . I . . . I I I I I � : I i I I I I � I � I . I ,� I I . I :: .. . .. ..... . - .;;;;;;:_.:...:. . . . : - ', .. .. .. . .... ..., .. 1- .. .... ..... - ... � I-, 11 - 11 . I—— I � 1 ...; '' . It., . .......... . . . ; . ....'..."''.. � i::, 1; ,. � � � . "I'll I . I . I � . I � , : I :;: I ; . . . . , ..: : . : : � z : , I I I . . . . . . . . � I I I I , , . � � � . . � , � : : i I I � : : � I I I I I . . � . � I I , , I I ; ; ; : . I I � � � � � � , , I I , I � : : , I � . . . . . . I I I I : ; . : : : . . . . . I I . � I ; I , I I I , , - , I . . . . . . . I, I I I I I I . .... .. .. .. ::. , " 1. : -l-, . I I I I . � � . , � � : : : : . I I I ; I ; � � � I � I . : �� ,� ... : "'' _ I � � I'll I'll. : ''. - --..��, I 111., - ;, 11 - I ;;;,:::.:; 1 � ....... :, I'll. � � I � ..... . , . ... - 1. . .:, I I I . I . I - 11 I . I � . THIS STATEMENT OF SPECIAL INSPECTIONIS SUBMITTED Ili FULFIL!_MENT OF � � � � I 111. .. I : WOOD CONSTRUCTION PRE 2015 IBC SECTION 1705.5 . I . �� . I I I � I .. I � . I I -.111 I � .. . I I .11, � . I 'I'll I . . � �� I I - :1 , - " - ''. � , . 111. � 11 ....::. , : . :.: i.� :_:: ... � . : 1: , ,, I I "Ill : : : 11 ''I'll- - 11 .:.� I 11 ... I .. .. .. - . - I I .. � ... - I ''I", - �... :..:.:... _,"... _ -, "..'' - - � I I ., I I � .. � 11 I I . I . I . : , ... �_ , � � � ..: THE REQUIREMENTS OF IBC SECTIONS 1704.3. THE FOLLOWING ATTACHMENTS � I - ITEM FRED. I I : _7 NOTES � � � . . I � � � .. . . .. . I I I I I I . � _- I � . I I . ,:, I :. ,. THE SPECIAL INSPECTIONS AND STRUCTURAL.: TESTS REQUIRED FOR 11 I I 1. . . � . . I I 1. . . I I . I I '1111,� ,�, I � I - I I'll I'll I I . ...�SUMMARIZE . . I . .. ... THIS. PROJECT, I Y 1. VERIFY FABRICATOR QUALIT CONTROL X NOT REQUIRED IF THE FABRICATOR Is . I I I , . I I � . � I I I I I I I : . I ,�, �11 I ,� ---- I �� - I � '11, I � 11 I * I 11 I I 1, I I I .. I .... I . . : .... � � . I AN THESE REQUIREMENTS HAVE ALSO.: BEEN MADE PART OF THE APPROVED, PIL S� PROCEDURES IN ACCORDANCE WITH IBC SECTION 1704.2.5 APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.5.2 . I I I I . � I 11 I I 11 ,�� I 11 . . ., � . . I I - - I .1. � I � I I �. . , - � 11 .. . . ''I'll.- ... I I 'I', .11 I � . I-, I I I I �� .:...: 11 :: I I � . . . �� I I � I � �. . � . . .. 1. �. I � I �� . . .1. .� �. I . . � � : � . I-, I I I ... "....'.. I I . . . 11 I I I . I - I I I .1 THE OWNER RECOGNIZES HIS OR: HER OBLIGATION TO ENSURE. THAT THE I ::., 1"...: . I , .. I I I I 11; I - I I 11 ; I-; I 1. . I I � � I .. . - I'll, . . ... I I I I I 1. I I 1- I-— - : , I.. I I I � . . I I I I I I I . - -WITH THE� APPROVED PERMIT: DOCUMENTS ANI� TO � CONSTRUCTION COMPLIES . 2. INSPECT SITE -BUILT ASSEMBLIES: . : . I .. . . . . � . . I SEE IBC SECTION 1707.5, 1 0.1 . I - I - I I I I I 11 I : I I 1; I . . ., . I 1. 11:; 1; 111. . . .11 I I � I . I I I I - :;:: .1. -, I - I—— - ; ,:.;: ,::,:.. I 'I'll - 1 � 1, I 1.11" .11,11, 11 .1 I I 11 11 I - I I'll, , , 11 - 11 "I'll 11 I,- I I . . I I IMPLEMENT THIS PROGRAM OF SPECIAL INSPECTIONS. IN PARTIAL FULFILLMENT . . I I . .. .11 . .. - . I I . 1 - I . I � I 11 I I I I 1; ; 1; ,;: ''I'll-- I I I I I ;;;�_::.. I 'I'll"", 11 11 � I I ;; I "I'll,".... I 11� 11�1111 I 11 I . � OF THESE OBLIGATIONS, THE OWNER WILL RETAIN AND DIRECTLY PAY FOR..THE . A. FIELD GLUING OF ELEMENT OF THE SLRS. , . ".... I 11 . - . C SE E IBC SEC TION 1707.5.11.2 ; . . . . I I . � I I I I ;;_1111 ;1 . 11 ;_ 1. . '.. I 1 11 I I I I I I I I I 1;1 1;1; 1, ,� 111 . -,"'I'll, - ... I I I I _--I'll, I... _11,11"..1. I I I - . - � I - I ''I'll I ,; . ",,,,", �. . I'll 11 I I I - � . I SPECIAL INSPECTIONS AS REQUIRED IN IBC SECTION 1704.2 . . � I , � . � � - � . I I I I . . I . I 11 - I I - 11: - .11,111.111''. _ I I I 11 I - I I . . I. �, 11 I I I I I I—,; I I I - �� ,: - I - 1, - . I .111, - I 11 1; I I I 11, . 1. 11 .1 I I . I 11 I I ""I", 1. 1. - I I ..".".,... I I I I I - 11 .1 I I . I . � . � I I - . . � � SPECIAL INSPECTORS WILL REFER TO THE. APPROVED PLANS AND ; ,. � �� .. �.. � � I . ... - � . .. . SPECIFICATIONSf HEDULES, AND THE �. .... . � I � � � �. I I . . � � �.. B, NAILING, BOLTII,IG, ANCHORING, AND OTj-IER - - I I 11 p SPECIAL INSPECTION IS 1, ,IOT REQUIRED . I I I 11 I I I . . . . :::, I I I : . I I I I 11 11 I I I ..... I I 1 1 1 1 1 1 11 I , . .... . . . - - 11 , I I........ .... I I .. 1. . - I I I I I � .... ..... . . .:.i: �� : !� i� :illi;:i;:�:]]::�] � j,�:!, .j::i:1: 11 . .1 I I I - .1 ......... . "I'll, .... ... � - 11 . :::.�: � _� � I . I � � - � ...." ., . - I .I.... .I....., ..... I I I � , - - .. .- �:� :1 . .. .... ::::::::: I.. I'll - 1. 11 ; � I - .. . ... �..� - � .:.:.:::::: � 2 . .......... - - � I... . - I . . I � I ........ . - - I - I - I � 11 . - � .. ..... ..... ... 11.11,111. . I � . . I . I I I I I - � � .: :: ::, � �, ..............I.- , , I.. 11 I I � ... � - I .... ''I'll, I I ., 11 �. .1 I - 1 I .... � I - . I ... . .:.. . � RELEVANT:IBC SECTIONS FOR DETAILED SPECIAL INSPECTION . � I � . .. � � �� : FA,5TEI,I1[\ - I G IG OF COMPONENTS WITH THE SLRS, - INCLUDING SHEAR WALLS, DIAPHRAGMS, BRA I FOR SHEAR WALLS, DIAPHRAGMS ANE ) SHEAR PANELS, INCLUDING ATIA�HMENIT I I I I I 11 I I I I 11 I I 1 1 1 1 1 I I I I . I - 11 ::: �, . .. . I I I I I I - � � ... :.::.:: : - � I .1 .. ............ . I . . � :11 I .: ... :.:.:. ,� ". 1. I I I � �: �: .� 11 I'll, � �� I I 1-111,111 I I � � � - . - . . ........., - I ...'....'... - I I I � I I 11 I ''I'll 11 I - I . :.� , - . ......... ,. I I I I I I I I I - .. �: � � �. I .. ... - �, , I I I I , , 11 � I � � F� � �::, ._� - , �, , : 11 ...I.I... . �� 1. I I ., 11 I . I .. . I . .. . � - I � I I . � I I - I 1. . . . REQUIREMENTS. ANY ADDITIONAL TESTS AND INSPECTIONS REQUIRED BY:: I'll, � � I . . ::: � � � I STRUTS, BRACE, SHEAR PANELS, AND I � TO OTHER COMPONENTS OF THE SLIRS I I I I I I I � I I � I I � ,: I I : I I � : , , 11 11 � , I - �� I I 11 , � I 11 11 I � � ,;;;,;;, .. � � � - - � � I I - "I", .11 I � I � I'll, � r � � :_ ,; . .. ... : _ I'll, I I - - I - - � I I I I .: I �� I I I 1. I 'I, I - I � � I I ,"__ I .1, � I I I'll'- I , : ::, � I I I � I 11 I I I � ,� I � � I � I ,. ,�, I � I THE PPROVED PLANS AND SPECIFICATIONS W RMED.. I I I :. � - .. . . . I �A I . I .. .. ... I � I I I 11 11 I I I HOLD-DOWNS. - � WHERE THE NORMAL PAINEL EDGE NAILING I I � I 11, I—, 11.1 I I I I I I I I I , : I I I I I I I I � :, �:�, � 11 � I I __ F ;; I I I ��, :1 1. � �. ,:: :,�::z :, 1, - 11 �: � �,� I I I I 11 11 I 11 ... il '': I I 11 "I'll _�� , I—— I 1 - -, � - - I I I 11 I 11 11 - "I'll'', I - I 11 1-1- 11 ,� I 11 � I I .1.1 .11 I I n , I I 11 I �� , I I - I I I - 11, 1, I � - I I I - ; 11 . I , I I 1, � ;7, � I � n� I'll, � : I I I I I � I I � I : � I . 1. I— � � 11 . 'I', I : � � � I � � : ,. � I � 11 I � I I �: I . I INTERIM,. INSPECTION REPORTS SHALL BE SUBMITTED TOTHE BUILDING � I I I � I I I � IS MORE THAN 4 INCHES ON CENTER. , , � � � I I I � .11 : I I I � I I I 111 11 , , , , , , , , i I , , � . _ . , - , I � I - I 111. - I'll I I I 1, "I. 11 - 111. . - 11 I I 11 � :n - I ''I'll I I . . � ;: I, ,:.� �� ''I'll'' 11 � I 11.111. I "I'll, I I - I I ''I'', � .. I 11 I . I'll, � � � � � 1 1 11 11 � I - I'll I I I - 11 I .. , , I I—. - I I I I - - . � n� _ .1 I.,. - I � I I - I . ..... I I 11 I I I 11 � � _, - - .. - , '' - I . I . - '' , , , - - , - - � , _, - , - , _ � 1 I ', 1, 111111-11 11 :,::�,:: . � , ,..., - , - :,; .11 �. � � , , , , _ , '' , - "'' - . . I I I I �� I.".. I � I I:- � � - � _, I I I I 11 I � � I I I �. . , � I � . � I .1 I . � , , , , , F r: , , - . I � � � � DEPARTMENT AND TO HOHBACH-LEWIN, INC. IN ACCORDANCE WITH IBC SECTION . � � . I � . - ! 3.INSPECT HIGH -LOAD DIAPHRAGMS: 11 I I I � 1 I I I I I 1 _____7 SEE IBC SECTION 1705.5 1 I I I I I I 11 I 11 - 1 1 1 I - . I _ I I I I � I 1 1 1 - I I � � I � - ... � I'll, . 11 . I � :111, - 11.11,111, , I � 11 � I I'll, - 1- I 1.1r, - , . �,� � I I .1. - � I I ��: :: � I � ; : I I �1�1 I I I 11 ---.'I,_-,-', "''I'll - -, � �� I I.. 11 11 _� I I � 1�� I I I I 111.11 .11, - ;, I.: � - I ''I'll'', - 11 1. - ''I'll", 11, . 1 I "I'll �:� 11.1 1. :� 11 I 11 I I . I I . 1''.., : � � 1, . 11 I 1. . I 1704,2A. A. FINAL � REPORT OF SPECIAL INSPECTIONS DOCI IRED - � I I I I HIGH -LOAD DIAPHRAGMS REQUIRING - - � . � � � � I . I I � I 11 �� _ I ::. 111111,1:1.111� 1: I - � � I : I I -, --l- . . - I "I'll � - 1, I � I I � I I 11 � . 11 , I - , �. I � - � I I - _ - - � I I �. � .1 � 1; 1, 1: I � 111 I 11 11 I ... I I I I . .. I I . . . I I SPECIAL INSP � ECTIONS, TION OF ANY DEFICIENCIES NOTED IN ; TESTING, AND CORREC . I I � �. I INSPECTION ARE DESIGNED 00 THE � . I � � I 11 � � 11 1, I - � � I . I - � I .1 I I 11 � I 11 _ , . � � �� - .1 I.— , I I , I 1; I... � 111. . 11 I - � .. � . �� n - .. � ,, � 'I'll , I I I I � � 11 I .1. .1 - I I I .. �.. _ I I ;. I n� � - , 11 1, I I—, � . . , 1 :: :.. . . .:.: �� I-, - I 1.11'': - I . � � . . I I .1 1. .- I ,. � I - I I ... THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF. A CERTIFICATE OF I I I - . .1 � � � I I STRUCTURAL DRAWINGS. I 1. . � I I I I I I 111. I I ; � I I � - I . I I 11 I .. I I I I I .1 11 I I � I I.: ... .. I I �... - I ,� I :: .: ,:.. I - � I I . . ...... I . . - - � I . - . ... 11 .- , � :: : .. : I .. � � I � .1 . .1 I �� I I :::..:: . I - - I .. ;;_ ..: : : . 111. ... I . . � � I I I,— I .1 .. I I . . . .11 . . . � . .. I I . . . .. 11 1. :.. I 11 .. . I . I . . . . I I I USE AND OCCUPANCY. .. - - I I . I - I I . . 11 I I I 11 I I I I � I . I . - ____ �� 11 I I - � I I . . � I I I 11 1. 1, I I I 11 I I . I I I , , , , , - , 1 :, , "'' , , , '' , , . � I .1 I I I - I I'll, , I I .. . . ,. , , , 'I'll . ..... , , I :. "I'll .... . . . ..., I I'll :11,111, : .. , I I . - . I - .1 � 1. - I . . . �. I I . I . . . .... � .." ''.. .. I � :. ': ,::,z - . . � .: I � 11 I I 1. . � .. . I I . I'll � . . 1. I I . . UNDERSTANDING THAT THE BUILDING : I THIS PLAN::HAS BEEN DEVELOPED. WITH THE I I � A. VERIFY GRADE AND THICKJNESS OF SHEATHING. I - I I � � � � P I , � I I I , I 11 I . ,. .... I I :. .. I I . . � , , , , I I . I 11 I I'll "I'll I I I'll, � 11 � I 11,11, I - I 11 �:, 11 I I .1 - I .11 I I I I . . . . . ,.: .:.:.. I . ..... I . . .. . . . . I .... . . 11 I - I I I I I I I I.. 1. ....... I . � I ... : 11 I "I I . ... - I , ...'' . I I ... . I 11 . .1 I I 11 I ... . � . ... . . .1 I I .1 1. I I 11 I I . . � �. 11 I . 11 - .. -I . : ; : - I I . _ I.. I I .1 .. I I— 1. , , � 11 � I I . � . I I ... � - � � - 1. , I I . I I : I I I I I I : I I 11: . 11 . OFFICIAL WILL: 11 I .... I . . . � .1 � � ... � I . I I - I , ; ,;; --------- 1 I I . I I I I I . I I I I I I I I . I I 11 I .:, .:::. . I I I I I I . I . I , - I .. ...:::.::::. . ..: I I I . .. . . , I ........ ,. I � I , , , , ,, '.... . I I .1 I .11 . I I , I I I I ..::.:.: I I , I . . I I I . ..... .. � I . . , I I I : . ,: .. I I .. I I I I . I . ... I I 11 �� . 1. REVIEW AND APPROVE THE QUALIFICATION. OF THE SPECIAL INSPECTORS PERFORMING.: VERIFY NOMINAL SIZE OF FRAMING MEMBERS ". 1: I P . . 11 ,,,, : .11 . . .1 I I .1 I , . . 11 . I . . . . . I .. .... . . . .. .. .. . . I .. ... . . . . ... . .. .. � I 11 . 2 .... ..... I I.- I ''I'll',", 11.1 . ... I - I'll � � . : 1:1 11 "I'll- I - I - . I . ... � I ... ... I . I . . ... , ,.. . .... : : ''....- I... ... . � - � I .. THE INSPECTIONS . . ... - � B . - � AT ADJOINING PANEL EDGS. I . . . I .. . . . . . . I I . . . . . I 11 I I . .. . I 1. . . . . ... 1.11 . . . �: . . . . . . � . . . . . .. . . . : I . .. ,:.: .. . "I'll", I I .. . I I I .: I.. ... . I � � . ... .. .. _ I I-- I 1- � . � � � . ..... . :, 111. . I'll-, - I 11 . .� ..... . I � ...: I . ... I 11 I...... .. '. "....... I-. ........ � . � � � . ...:.:: : ... � . ..... . .......'. . . . . ..... .. � - : . � � 2. MONITOR SPECIAL INSPECTION ACTIVITIES TO ASSURE COMPLIANCE .WITH � . 1. . ; . . I I I . .... . 1. . . I . .1 ... . . . . . . . �. I .. 11 . . , . . . .. . . ... ... . .. . . . .. . �. . .... � � ... .... . . - : ,::::.: . � . ... . ..... .... I ... . � ... I ... 11: ... : ..... . . . ........... . . I .. . . . . ............... I 11 I .11 � I...... . � . . I . . .. .... I.... .. . : . . . ............ ... I . � .. . � I . . . I .. � . I.... . . � I . 1; �� I . I I . � I I � . .1 I .. I 1. I � I . . . I . I PROJECT:: REQUIREMENTS. I I ,. . I . . I ...'... ..... I C, VERIFY: . . . I I I . . , . .. . I . .. . I . - ...... I I , . . .. ..::.:::.::.. I . � . '....... . . ........ .... - I ...... � .. . . .......... I I . . .- : . � "I'll I .. � .. � . . , ....I.. I I , 1, � I I I ... I . ... ....:.. . ........ 11 I I I .. I . I . . ..... . . .. . : I I 1. .. . I . .. . I . 3; REVIEW::SUBMITTED INSPECTION REPORTS. . I . . I . . I . . I . .. I I . I . I . �: I ____ - . . I I � . . .�. I I I .. I . I . - I �..... ....... ,� I I � I .. . I I 11 I I I . . .: � ...n. .. ............ : I ""I'll, I . .... . : _ . ::.: ..... I I 11 I .. 11 "..... � � : ...... . .. .... I 11 ��, � I 11 I I - I I I I - I I . I � :..::::::::.:.. ... 1 ��': �: , -,'"I'll: I I I I I .. ... .. . . I I I I . .:.: . I I .... . . I I ''.. 4. .PERFO`RM INSPECTION . . . . . .. I , I I I I . . .. . I . I I 1. I . ... I .1 I I I I I I I I . I . .11 I I I 1. NAIL OR STAPLE DIAMETER AND LENGTH. P �... �. . � 1. . . . I I I... . . I I I I I I 11 I I I I I I 11 ... I ... � ....... � .1 ... ... - .... "I'll .. I I 11 I I ... 11 ... � ... ..- ..... - .. ... ... . ., I � .1 I I—— , ::.==:n .... r�� :.::::::::.::. I ''I'll'' I.. .. 11 . :n n .1. ..: '' , , , I .. . . - 1. ... � ... .. . .. ::::::: : '' , , 1. I I I . .. . . ..... . :. �: : , , :ZI:', 11 I - � - - I - . I I � , I I I ..... ... . . 11 I . .1 I'll. .... 11 � - WIND + SEISMIC R I EQUIREMENTS (IBC SECTION 1705,10, 1705.11 :AND � �:: , . - � �� I � � � .. � � _ I - � I I � I I . , ..... - -----------I . - I I I I I . � . � I I I I I I � :..::� . . .......... , ... .1 � - 11 ....."111 I I I :::::,nn nn - ,: �.: � �.............. _ . � I ,, ,�� , .:;..: I I - � � � - � ... .:::::: . ''Ill",- I - �: I I � I I .. .: � .: ,. � � � �� '' I ,�. , � I � 11 HH::::::�i_ ... . . � �:� � , . .. 1. . 1705.12) DESCRIPTION. OF THE SEISMIC OR WIND.LOAD RESISTING � ,:; I � � : - I I . .. I ., �.. . 1. I I - - . . 2. NUMBER OF FASTENER LINES. 1, I � . P I I I . I 1. . I I I I I I .. I I... :, ::.:_�nn - I I", 11 . . I ...: :��:: I 11 1- , � _� � I I., - ''"I'll I I I 1. . 1. � .:.:::: :n� .. ..", . 11 ':1: ::.,::.. -:11- I - I � .. I - _ �.:.: ....... :� � � - � � , . ".1 �� I . � n�_... :.::.::: ::.: �; I .... __ :_ � I I .,:...., . I I ... .. :. � � I .. ........ ... I..",'"' .1 ...... . . - . - I . .: � :...,:.:..:=_,� .. :� �� I 1. 11 . I 11 - ; . ... 11 � I I �� _ I - , � - I - SYSTEM (SLIRS) AND DESIGNATED LATERAL SYSTEMS SUBJECT TO ,. 11,1111" 11 . . . I I - I I - .1 . I.. . � I I I . I - I I I .1 I I . � . :1 � I I I � I I . I 11 I I . ... I - 1. 1:1 I I I 1:1.. ,� .:.:: :::11 - . � �. ... , . I . .1 . I : 11-1:1 - _ � � - .. .. .. - � . I ... I ,� - r: ... :...:. � � ,....:: ...... :.. . .. ... :." , � _ � � .. .: � . ...:.:: `�:� :: ''. z I I I ".. I � I , .... :_ .... � : :;.: :::: � I . I - . � .. .. .::... �:�:: .. . ... ........... . , , _:.. 11:::� � 11 ...... .: � ,..., ... I , - . . � � I - _4 F . .... ........ ..... �.. �. . :,:: I � I . .1 I .. 1.. I . ..... - . . :::_� . � I'., � ...... � . _ :� , .. . , I I . I I ... �. - 11 I . . I . SPECIAL INSPECTION ,IN ACCORDANCE WITH IBC .SECTION 1 705.3� ... � �. 111.11 I I .. .. � . I I I � �: .... .... . . , � .... . ... .... . . . , , I . . . . . .1 I 1, - I 3 SPACING BETWEEN .FASTENERS. IN EACH LINE - P . I I 11 I I I - : I � . . I I I I :'' I'll .. I.. ,,, ,�. � , q I:.- � ,: � :,_::: . :, .... ..... ..... .. - ...:::.:::: : I I � ..... - I .. I., ... I.... � 1: � :.,.:: ::_ � � . ........ ..::.:..:,..1 I ... ::::. : _��_,. 11: ::: I 1, � "" 11 . I 11� I . .... , I .. .. � � , �: ... .. : ,:::: ::� � - 1'11.....i� �:! � ]��;: �� _�.jj: � :!�!,] �i:�:.�,� . 11 I I I'll, ., I "I'll 11 I I I . � . � � - .�::::�::�::__, 1. I 11 11 I 11 � 1.11 . � .. I ".." ... � I I 11.1,11 I 11 - - 11 I .1 ..... . .... ,., .. .. ...... � :::: I � I : I I - I I . 1704.3.2 & 1704.3.3.. , I - � � � , . . . ... 11 - � . . , I I � � I I � � � . I I � � . . . .. I � � - ,� 1 � , I N OINS. �: I I . 11 I I 11 I . 1: � I �� I I I I I - � - ,:.: _:rl �: I , � , ''.... . I I ''I 11, :� - � .. I "I ;; .. - I I : � I 1. :�_ - I - ; ;. �� :� �� :�� - _ � : : ., .: I .. I I 1: _ - :::: :._. I , .1 - , � I I I'll �, - I I - 11,111, , � o "I'll, � I I , I I.. �: I � ; ;:_ z .1. I I . . I - - I I 1. I . I 1. - 1:1 - I . . . 1. .- � THE EXTENT OF THE SEISMIC LOAD RESISTING SYSTEM IS.OEFINED .114 : , I .. . , � � ,, , � I I 11 11 11 � . I ''Ill, I �: I E CONSTRUCTION DOCUMENTS. : 11 'I'll I I I 11 I I I � I I I I _1:. , "..... I I .11 - I I-. -1 - I I . I I I .. - -.11-11.. _ I- I I - _ - ' : � CONCRETE CONSTRUCTION PER 0 5 IBC 1705�3 .1 11 11 2 1 I I I I - I 1 I I � I I -, I � I I . � � � � I F I I I � � � � � � 1 � 11 1, I I I : 11 1 1 1 1 � I - I I � � - 11 11 � I 11 1: � - I I I � 1, ''. I 11 ,� 11 � �,::_: ::: - �, 11 I ,, 11 I.. I , - . � - � , � 11 11�1� �::, � - � � 11 -1. � � I I - 1, I . . I I � n � 'I'll - � � � � I I I I - ;_1 . : : 11 11 I . :111 � �, ;, "I'll -, . . I � I I . - � nnn �1'1,111, . 11 I � il 'I'll - I � I 11 I � � . �,� _;, %_ I �, I - � 1 I . I I I - 1. I I .1 I � . � I - I 11 I I I I I I I . 11 , � 11 - I � I I I 11 I 11 I I I � I I I 11.1 I � � I I I I - I 11 � � - , TABLE 1705.3 CONCRETE , , ,, I � I I I I I I I � � I I I � � � � . I I I I I � I , ��, � 11 I I I .1 I 11 11 I � .. :�_1,1' - I I I I I'll I I I 11 - 1 � . . "I'll, 1. � �. � . � - I :, � I I I I 11 1. I I I I I I . I , 1, I , I � � - I I I I I � 11 .. I S I I I . . ...... .. ... . CHEDULE.:OF SPECIAL INSPECTIONS � . .. I , �� I I I I � .... .. :...:: . - I 11 I I I - � � � � ''I'll I I .. . � � .11 . � , - ITEM FRED. I . I NOTES 11 I I I I I I � I 11 I I I . � �� I I � I I I , 11 . - I I 11 I I 11 __ I � I 1 _ - . : 11 . I'— � I . 1 :11,71, - 11 I I I 11, , ,ill I . 11 I I I 1, .::� .1 : , . . I "I'll - ... .11, I . � - I - � 11 . - I � I I � I . - - �. I � � - - � - 11 I I � � 11 . - I , I � I I . INSPECTION FREQUENCY I I I I . . .. .......I., .1 I . . . , I I � � 1. 1111. I 1. I I I 11, I I I � I ''I'll I - I - I .. I i, INSPECTION OF R EINF60CING. STEEL, INCLUDING , I I P I I , � SEE ACI 318-14:-96.13.3.3 I � . I I I I I � 11 I I I I I I 11 . . � I I - : ; I 11 I � ........1.1", 'IT I ,: I -. I I . .1 I'll, 11 I 111 1 , 11 � I I 11 . . 11 11�, - 11 I 1, 11.1,11", I I I I 11 I 11 :111 ::. , I 11 1''....:....'' 11,11,11, I.. I : : 11 I .:1 :, ... .1,11,111. 11 ... I 11 . I � I � I I 11 I . ... ., I'll, I ..: I I . .. 1. . .. 1. .11,111, , I I I C - CONTINUOUS INSPECTION . I . I... I I I I I 11 - I I I . I : . I I I I T. I I . . I � I , � I : I-, I 11 ..... , . . I 11 I I ; . ...... , "I" I.. ,� : �� I , 1 11 � I .:.:.: .1 : ... :. :.: � I . � - � - ... I . I .. : . . . �._, , �� , �.. : I I-, .. .... . I I - I I I I I I.. . � I I I I I . . . I I I I I I ., I I , - P -PERIODIC INSPECTION : I . I I I I I I I I . � . I I'll, . I . I - . I I - - 11 ... 1 I I I - , , 2. INSPECTION OF REINFORCING STEEL, WELDING I - SEE AWS.DI.4; ACI 318=14:26.13.1.6 I , , � � I � 1 I � .11.11-1 �� . . ....... , � I ,:::,;, : . , I .11'.... - - � I - � ;;;_:., :: . I � � � I .. � � � - � � _ I ,:, ,:..:. .. I . �. I JS JS KK I KK KK . - � . I 11 I X - DENOTES INSPECTION THAT IS EITHER ONE-TIME OR AT:A - : I'', . _ � I IN ACCORDANCE WITH _IABLE 1704.3 TEM 5B SEE TABLE 1704.3 ITEM 5B FOR � I � � �.� I 1111-1-1.... I _� I 1 - . 1-11"I".11 ... . .. .. ... �. 1. - , � N. I I .. . . � �� I - . I 1. . . . I . FREQUENCY DEFINED IN SOME OTHER MANNER I ... I � - I 1705.2.2- ITEM 23 REQUIREMENTS. � � I . I � I ... - . I I . I I ... �. I ..: � 11 - 11 .. � I .. .. 11 . �2 � . . .. . . . I . .. 1. 11 I - . I .N - INSPECTION IS NOT REQUIRED .1 � . . . ..... . I � ... . . . . . .. . . . . . I . . . .. . : - .:, .� 3. INSPECT ANCHOR TO BE PLACED IN CONCRETE SEE . STRUCTURAL DRAWING FOR � ; ; I .1 I � � - 111. . � � � . . - � � � .� � � I � - � � . , � . E m . . . . .1.___1_,...__.,__.._ . . .. .. .......... .. ... - - ____._..___ _______L�� _______ _._._____ - ------ ____.___...: I . . I I . PRIOR 10 AND DURING .PLACEMENT OF CONC RETE EI ON WHERE THIS i I . I I � . . I I I � . . .. .. .. I I I � � - � m 0 .. . I 111. . CONSTRUCTION PER aOI5.:IBC . - : . WHERE ALLOWABLE LOADS HAVE BEEN INCREASED IS . . REQUIRED. 1 . 11 I . .. I... . . I .... I I ,. ... I I . . . . . . : I 11 I ; I � I I . I . .1 � - .1 I I SECTION 17.05.2.1 � ,1. � . I I � � OR WHERE STRENGTH DESIGN IS USED. --- ��_ . . . . . I I i I I I I I - I I 11 I I I I I I - I I I I I I 11 11 - I- � . . . . . 1. : .. . ITEM FREO; __�_ _1 . 11 11 :, : �NOTES . � 1: _____1 I .: 14. INSPECTION OF ANCHOR POST -INSTALLED IN P I I.. I I SEE ACI 1, ! . - I I , 11 11 I I I 11 � -Ij : . I I I I . 1 I . SPE IAL INSPECTION FOR STRUCTURAL STEEL , C : I . SEE IBC SECTION ::. . � ..... . , HERDED CONCRETE.MEMBERS - - , I I . I I 318-14:26.7 . I I 1, - . I .. ., . . I I I I I I I I .1 - I I . I I I I . .. . . 'I'll, I I I � . I I I I � I I I I I I I 1, . I I I I I � I - 11 I - I I , - I I I I ''I'll 'I, I I . I ,� I I . I I ; "" 11 1, I'll, I I I - , I 1 111. � � �2 0 P 0 � 0 .. 1 SHALL 9 IN ACCORDANCE WITH THE QUALITY I E . . � 1705.2.1 . . . I 11 . . . � i 5. �E��Fy USE OF REQUIRED MIX DESIGN P SEE ACI 318-14:26.4 1 ! I I I I . I I I I I I 11 . I I I I I I I I I I I I I .1 1, . 1 I I I I I I I - -1 I I I 1 I I 11 I I � . I I I - 11 I I I - 11 I 11 ,�, - I I I I I . - - 71 1, I � E5 E , z < tz I I I I I ASSURANCE INSPECTION REQUIREMENTS OF I : I . I I , : . �, : . , 16. AT FRESH COI,fCRETE IS SAMPLED: SEE ASTM C 172, C 31; i I I I I I I I I ,� � 11 _'��, I . I I I 1. I I . I . :.... I . .. ... I I I �� I ��, , ::: �: . ..... �� , � I 1.111.1,111.111,11''. I - I .. I . .. ... ..... - I I I .. ..: ::: ,, , ,. "..... , , � I I .. 1-1-1 I I 1. . I ..., ...... -l- , I I I .1 I....... - . . 1. 11 : . : �:!�� : �]]: N.:]i...:.!..7. I I ::..:::,, I I I I . .. ... . . ... . . . ....... ... . .. .. 1-1.... I � i �: : ::: 11 �:��::::;::.:::i..::::.. . - - ....... ...... . . ... ...... I I � I ......... .. � . .. . ..... ... .1 . � 1 � � � I AISC 360 1 1 - I 11 � :: I TIME . I I-AbRiCATE. SPECIMENS FOR STRENGTH TESTS, C ACI 318-14:26.12 1 I 1 . . . � I I I I I I I I 1, I I I I . . - � . .. . .. � - I � . .1 . ... . .. . - � . :_ � I I 1. . .. .... .- � � �� , :�.! � :�.! _�:::�r: !]!!.�:: � � :,::.::_:: �: : ..:.1 111. . - .... .... ...... .... � � I.. I I ... . . . � . ...... ...... . . - I . � � �: � . I � . �� .... ........ ......- . . � : � �:::., :.. ..: �_ ..... . - ... .. .. . . � -.1 11 I � ... 1. I . - � I : �� 11 � �. - � '... - � . . .... � . � � . _ � � . i�:;i!��: � :,; n� _ � � ........- , �� , _ � � , � � I ��,f:::;�: �� _;____ � , � ;: � 0 . - �_ 0 0 1 � � m . I 2. MATERIAL VERIFICATIOI� OF HIGH- STRENGTH � ,; I I � 1: : I I 11 I 11 ,, I I , I I I � BOLTS� NUTS, AND WASHERS: , � I I ;; � � I I I 1 ___ I- I M SLUMP AND AIR CONTENT TESTS, AND I I 11 I I I I . I I . I � ,��!��,:::, � - I - I �� I-, - � � � � .. � - - � .. ": ''I'll ' I � � � � 1111- . � . - . . I I � I I I I : ; , _; .... .. � - . ".. � � I , �� 11 : I � C5 . F= z - I 11 I I I � I I - I A. IDENTIFICATION MARKINGS TO CONFORM TO TM MATE RIAL � TEMPERATURE OF THE CONCRETE. I I., I .J . I 1 1 , , 1, , I I I -l- I I I I 11 I I � I - I � I .11 I � - � � I 11 : � � � � - . . � I I � � - � � I I - I .::: ,�,: , I ; I I I � - �� .. � � � . I I I - 11 - - � . � � . . � � � :::: I I I . ffi f5 < 0 1� 0� 9 - -, . 1 I ASTM STANDARD SPECIFIED IN THE APPRO VED P SPECIFICATION AND AISC 360 7. INSPECTION OF CONCRETE AND sHOTCRETE I I I � I � � � I I I I 11 � � � I � _: � I - I I : � � I, "Ill 11 I . � I - n_% � � �� , I , ,. . I . I : � 11 I . � � � I � '11, � � . � 0 z � , �c . M 9 ,. � � I CONSTRUCTION DOCUMENTS I I SECTION A3,3 -, I I_ -PLACEMENT FOR PROPER APPLICATION I ACI I �� 1 I I I I %� �� : - I I I � I I I � �� - , I I I I � I I I � � � - ,_, 1. I I 11 � 1, I I I'll 1, 11 I I I . I 11 I � 11 I . .. :_ I I - - - : . < < 2 a 175 � I OF COMPLIANCE -_ P � � � , 11 �, �TECHNIQUES. � I � 318-14:26.5.2 I - � � I ,� I-: I I � � I I.... 1 - I . . I I . ..... I I I I . .. I I � - ,; ;; I I , I'll, I 11 . . � I ..... �. I .1 ... .. .� . . I ..; . ., _ I I I I ., :i:�:�::�, �:�:,: .1 ]: � �,:� . � , 0 � B. MANUFACTURER'S CERTIFICATE I _ ---- I 5. INSPECTION FOR MAINTENANCE OF PROPER I 11 I I � I . � I . 11 I . 11.111. I ... . . . ... � � . I . .. . .. ....., 1. I ........... I : 1:, � , . I I I . . .. 11-1.1 - 11 11 11 1. . , " .. . .1 I - I I .1 ... . I I .1 . .. I . . �, 11.1 � I.. . . � ...... . I 11 I . . . . . - I I - I 11 : . I i�:!,l :�: �, :!�!: ,�: � � I � . �. -l-, I'll, I - 1 � I � � 1 0 E 2� � z 2� � R I I I SEE SL S QUALITY ASSURA E SPECIFIED CURING TEMPERATURE AND � � I I I I 11 I I..... I I � I - I I 11", : 11 I : ",%,"I'll'. I'll, 1-1, 111-11 I'll � �. - � I - ..". , , . ; 1 I I .. ::�!i;;i;:�ci;�:;�!��!: 1 3. INSPECTION OF HIGH -STRENGTH I I PLAIN ON THE STRUT. DRA I S � TECHNIQUES, I 318-1 4:26.5.3 1 . I I I . I . I . , :. ., , .. I . :. - - � I � 1. . I .. : I �� , 1. I I .... I I . I . 1''.. , � �� 1 ''. , : �:_K�r: ,:: ''I''. . . I 1. .. '''... 11 , I I I � : .. . �jln, I ...: �!;:�;�I: Y�!��:�J�z;�;�1::i!�i:!!! ::�N I - I . BOLTING , , . . I . 11, I 1. . I .111, 11 11, 11 I - FOR ADD'L REQUIREMENTS � 9. INSPECTION OF PRESTRESSED CONCRETE: � . I I I I :::� . . I . .. , I I . . . . I . .: 11 I I .. .. .1 , I I 1. 11, . . . -l-, I . ... I I I - I , - I I I 11 . . I I I I --l- I I I I I ... I I I I - ""I'll", 11 . I . . I - I I I I I . . . I I I - 11 I I � I �� I .... I 11 I � � i �: ;:_ . ;;:�;;:: r:,i, .. ...... 11�11:��:_. I q, .. I 11 111. 11 -, I I I � .11,11, . , 'I., I 1. I'll, .... - .1.1 I'll... , _:_.. : ,,��::,:::� ... , I , I'll . I - 11 . � I'll, . ..... - . I I ".. :: - ::::: ,"�_r.:: .. .. .. , �� 1. 11 .- . .. .... ........ ... . . I I , � 1. I . I 1 - 1. � I I 1. . � . - . , I ..: .."', .:: I ".." ......... I , - - I I . I I :, I .: � .11.11 "".. . . ... �a a �n � 3 . E; . � I A. BEARING TYPE CONNECTIONS l TION M2.5 - A. APPCICATION OF PRESTRESSING FORCES. C I SEE ACI 318-11i:26.10.1 (a): I I 1. . I . I - . . . I I ., . ... . I . . . � I . I 11 - I 1. I I I . I . , I.. . , I I .... 1. I .: � I . :, I I : : ,,, ,],,,i,H.. �� ...:: � : : :: : . I !:., ,.. ., 11 I ,� - . I I .1 . ,. . :., �.: ....: I � :::: _ .: ... � ''.: . 11: ..... ::�R N , �. . . B. SLIP-CRITicAL TYPE CONNECTIONS 11 P :SEE ..AISC 360 SECTION M2�5 � I B. GROUTING OF BONDED PtRESTRESSINO TENDONS - C , - SEE ACI 318-14:26.10.1 (g) � I I .11 .1 I 11 I I 1. 1. . I . . . .. . .1 � . .. . I .. . I I � � I . � � I - � . �. :.. u .... � � � � . .1 ... . ... � � , � � � - 1. :. :�, % � . � - � � � .. � - I . � � _ % , - � � - . .. !!�� !!!lii:: 1!!11!1!:. :;Ii!!�.:jj�i�:;,�� - � � � - ; �. .. . .. � . �j ,� _: . . " � �i . 's - . ,� . . I I . . --- .... I . I 7 IN THE SEISMIC FORCE RESISTING SYSTEM. .. . . � ... . .... .1 . . �. I . 11 . � . .. . � � � I .... . . - � I . I . . I �... I I .. I :2 < I � 4. MATERIALYERIFICATION OF STRUT. STEEL . ..:...: 11 � ..: : .. 1.11 ., - . io,ERECTION OF PRECAST CONCRETE MFMRFRI; I P - . ... ... . . I SEE ACI 315-14:26.9 I ,, � I . . __� I . I I . 11 I . . I 11 � I'll I . I I I � 11 11 . .. - I'll.... .. . . . . I 1: I I . . I . . . . 1. I I . .. 1. . .. . . ... I ... I 1, 11 I.. 11 . .. . - . I I - I . - 11 . . . I .1. I .. I 11, I I � . I I __ 1�q - -�q < .< - 11 I __ TO CONFORM . . 1: . . 1. � I I A. IDENTIFICATION MARKINGS . I ECIFIED IN THE I I I X , SEE z ASTM. A6z OR ASTM A I I 11NERIFICATION OF INLSITLI CONCRETE STRENGTH, � OF TENDONS IN I I 11 I . . I I �: .. . I "I", . I 11 11 11 I . I I I I . . . . 11 I . . . I I .. � I I I I , . .. , I . I I - � I I I I I I � I I I 1. I I 11 I I I I I I . MAINLAND APPROVED CONSTRUCTION DOCUMENTS . ., . 568 . PRIOR TO STRESSING I I I . I . , I I . . I � � I I I I I � I 1. 11 I I � - � . 1, . I I - B. MANUFACTURER'S MILL TEST REPORTS I . I �.. - SEE ASTM A6�OR ASTM A 568 POSTENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS P , SEE ACI . I � . I . � 318-14:26.11.2 � . ". � I � . % 11 . I 11 - I I :� . . . . . I I - . I 1 1 1 1, . � I . I'll - I . I-- I I . I I . . I I I , � - , I . � .� � I .. 11 . � . � � I . I �.... I .1. - . � I - ENGINEERING __ 5. MATERIAL V�R IFICATION OF WELD I . - SEE SLRS QUALITY� ASSURANCE I AND STRUCTURAL SLABS, . I I I � I I - ,... � � 11 11 . I _ 11, 1. � I I I .I... � � I I , � � � 11 I , � � I I..., I � � 1 � � I , . 1 � I FILLER, , , I MATERIALS _ 11 . I � % I : I 11, PLAN ON THE STRUT. DRAWING : FOR ADD'L REQUIREMENTS � 11 I I I T FRAMEWORK FOR SHAPE, , 12,1LISPEC � . OF CONCRETE � I I I . � � I . � . . I ,:.. � . . . . . :.. . I . . : . I . . . . .... 11 I ..... . . . I I I I . .. . . . . . � . . . . I I . I � I � .. , , � I I I - - � , I—. - � � I I - I 1. 11 I ,.., � ,� - � . 11 � � � .11 11 I 11 . .. 11 I �� . ... , I ... .I", I _ � I.." ... .'' I'll, 11 � . 11 - I I "I'', I I I I I... . 11, I .. - :1 , ,1. � . . . CONSULTANTS � � I I I - I LOCATION AND DIMENSION I I I � I I 318-14:26.11 I I . . I I I I I � � ,�_ I I . . . I 1. I I _ 1111 . . � � � 11- . .111 ..... � I I . 11 . 1. I 1-1- , I 111.11 C A. IDENTIFICATION MARKINGS TO CONFORM � X 1 AISC 36b: SECTION A3.5. MEMBERS 13EG1111 FORMED. - I � � I 1, . I 1: I , I I I � - . � 1, . I � 1, . I 1. - . 11; 11; I I -1. 11 .. . .. I . I . TO AWS DESIGNATION LISTED 11\1 WPS , _ I � 1. - �SEE 11 I � I I __ I 1 3. POST- INSTALLED ANCHOR: . � I . I i I I I 11 � � I I � I I � I I I ,� . - I .. . I I � � � I � I I . . ..... Suite 206, 8363 128th Street . B, MANUF � ACTURER'S CERTIFICATE OF I I . I I I I X I I . I � I I I I . I I . , I I A. ANERIFY DIAMETER AND.,DEPTH OF HOLE TO I . I . � ''I I � I � I � � I I � I I 11 I I 1 1 I I I 11 . I I � � I I , I I I � �:� I I I . I I I I I I 1 1 � I I I'll, . , , . . I 11 - ''Ill- . . � I 11 .11 . I I I .. . �. . I I I . .. . � - I I - .. � I � - � � I � � I � � - I Surrey, B.C. V3W 4G1 Tel: (604) 543 8044 . . � COMPLIANCE REQUIRED � . I , I � I 11 ___ - - CONFORM TO DELINES AND C � 11 I � I I I . � I . . . � � I I . I I I I I - 11 I � � - I I I . . I I . .. .. �.. � � . . .- I I I - , - 1: ''I". 11 F= (604) 543 8104 6. INSPECTION OF WELDING 11 I 11 11 11 SEE.,SLRS (51UALITY ASSURANCE � - VALUES SHOWN ON THE STRUCTURAL DRAWING. -, I � ., I I I i . . . . � � .. . I . . I I . . . . I . . . ... . I . I .� . . . . . , . . , 11 - _ .. , . I I � .. I . . . ... ........ � - . .. I .. . . . ........ . . I . .. - 11 , ... .......:...:, � . . � ., � , � .. , , - , I � I I I PLAN ON THE STRUT.. DRAWINGS I FOR REQUIREM , ENTS - .. .1 B. VERIFY EPDXY OR EXPANSION ANCHOR IS X I - SUBSTIT UTIONS MUST BE , - , ... .. , I 1. , . . , . . . � I . � I . .. . I I I 11 1, I I I . . .. I .... ... ... I 11 � . I I I .... .. .. . . ...:..:. : . . .: . I , I , , - .. 11 I I . � - 1: 11", I I . ........ ......... . . I � . . I 1. I I I ......... . ............... � . I'll. I . .. ... .. . , . I . - .1 .1. I I . ... � PROJECT TITLE .ADD,L � - . � I I . THE STRUCTURAL OF.TYPE INDICATED 0111 SUBMIT ED TO THE E.O.R. FOR I I I 11 I - I _ I I , 11 . I ... I I I I 1, - I : . . . .. I I . 11 . .... . . . .. . .. I I I I .... I ... , ... . 1. I .... � . .1.1'..., ... - � A. STRUCTURAL STEEL I . I ... � I � I � I I I _1 11� DRAWING. � - __ I I I ACCEPTANCE PRIOR TO USE. .. . � I I I I :: . . I I �.. . - .. I I I I . I . I I .... .. I I 11 : . .. I I I . 11 . I . I � I I. I.. I . I I I 11 111. .. - , 1. , - . .11111 I I _. I'll, . I I ::,:_.......... � � � - I I 1. I I I I.. . 1 . SINGLE FAMILY 1. COMPLETE AND PARTIAL.. PENETRATION � C :1 _� SEE AWS D1. I ... F C. OBSERVE MIXING OF EPDXY AND � � � . . I � E CON � I I I I I 11 11 11 I ''.. . . . . . . I . . : : , . . � . . . . I I 1. . . . .. . . . I I I ,� 1, . - I 11 I . I I I . I DWELLING GROOVE WELDS.: . � . __ . . I - .. : . . --- .. I I INSTALLATION OF ANCHORS. VERIFY . . C . . WHERE INSPECTION IS NOT I . . I . � I . I I I I I 11 - I - I 11 1. I .1.1 15712-72 AVE. WEST, 2, mul_Tl-�PASS FILLET WELDS . . .0 SEE AWS D1.1. . I I... ,.... .: __ I ..., : 1 - ,. - . TonE ,��. EXPANSION ANCHORS� _ __.__._.._.__ ---- - -------- - -- - -------- --- I �., ... .- - 11 -------.-.- - REQUIRED. . ., . . - - _j -_ - --- - ______ -.- - - - I I 1. I 11 .. . . . . . . . . . I . ... . . I . 1 � . � . ...... 1. .. I . .. .... � � .... . . .::. I � 1. EDMONDS, WA, U.S.A. . . 3, SlNGLE�PASS FILLET WELDS 5/16" 1 C . : ��!::i!:��i�� z: ,::: , SEE AWS DIA. : .. �:� ..... L � SOIL L. L I L R 2015 IBC SECTION 1705.6 S TE . L L ' L L ' L ' ' L ' L . .. ... .. TABLE . 1705.6 SOIL$ . . . I :_ - .11, . � .. . . 1.11 11 L . LLL , , 11 , � . .. 1, I . : :n. I-, . - L . . LL I 11 L I L . L.. L . 1.1,11, . 1, I LL I LL . LL L" . LLL .. .... L - . .... . I ... I . I ... 1. . L I I - ... . L L ,. . L .. I I I .1 4, SINGLE -PASS FILLET W , P . ...".. I . - ... "..."I'l 99: 4�� SEE AWS D1.1. .........� � �! ��i��!��L . I L L ,' LLL I 14 ....... .. L,.T.E ;. FRED I NOTES I I I I I L L L L 1. . LL I . I L � I L �L� L I . I .....L" L L � L I . . .. LLLL I I . . L 'L L .... . .1 I I . 11 .. : . :. I.. �: ::. . 1. . I ... . ... . ..... : . I I'll.... I . LLLL. .:..:::.., I I .1 . ... I ... ... . ... L ".. ". . I - 5. FLOOR AND L ROOF DECK WELDS - ::P , �". I I . L I L SEE. AWS O 1. I - I I - L . .. L - 7 � 7! �:L�_:j .� ... I L : L L-L". I ff I L�:::. .. I JLLLL � �L VERIFY MATERIALS BELOW FOOFINGS ARE - ,L L. I TA T BLE INSPECTIONS REQUIRED 114 HIS I .... . . I L L L LL L L ' L ' . L L L L L L L ' I . I LL LLL LL I LLLL L .... .. L. L 11 . .. I L L 11 LL L L I L L L �L �: . � L L � � L-L-1111 I . ... . . . L . . 'L . L . . .L L . . ... I L . L L I .. I . ..... ..: L L. , . . L . .. . ... . L L L . .1 I I I I I ... ...... .... I I I I �'� I I I LL ....:. L_ 11 """ I I ILL L'.. I ...:': ... L' I . L . .. .. .. L...: L I .1 I 11 . . ........... ...... L'. ' ' ' : L 1. I I.. . . . .. I .. ..... . I I . I .....LLL L ... . , L nL .:":' '.': L L .....L . .... LLLLLL ... ..... ... LL . ..... . L L L L L L L L L L ... . .... I ... I STA M�11'"A'77'�,�, 6. STUDS USED FOR STRUCTURAL DIAPHRAGMS P AW;L � : SEE D1.1. , L' . :. � AM66AT-E TO ACHIEVE THE DESIRED BEARING p THE SHALL BE PERFORMED BY, PROJECT I .LL L .. 11 . . .- I LLL I L L 'LLL I . L L LL LL� :L LLLLL ... . . L LL LL .L L . . L L L 11 L' L L LLLLL . .. L L L L I L . . . . I L L L�L�L I . .. .... .111, L 11 . . . 1:1: "''.., : : L � n L L L L L . , . I I .... LL � ...... ... . I .1.. L I I .: L 1. ....... . ...... L' 11 . �L= :1:_ . .. L:L�L : ::; L L "5 - , - - " , '�51 Fli��,111, I,,, ',11��, I 1 7. WELDED SHEET STEEL IsTs I P .1 . ��:: : ,: I L I'll, IL L I . ! L . L::.:CAPACITY. I 1. I LL LLL ...... . L I I I EOTECHNICAL ENONEER. G I : I I I I . . . . . . .. . � L LL L L . I . LL, I � �_ I L I I 11 11 L �L �L L I , I I L L L L L L L I �L L L L I I . I I . I L . I I 11 I 11 I L I L L � L L L L L I .1. L L I . L L L L 1. : : ... ::::..::.:: .I � � 11, ,:. . :LLL LL I . . I - 11 11 : L ..... .: L L L 'L. ... . . I . ... ... .... ... . - I I "'. .1. I ...... . I... .." . . I �' L ,� , 11 I L . , L'LL,_ . I'll, . . I I 1 . - , ix' I . I ,(--_, "I' _ � L" L ' - 11 8, STAIR AND RAILING SYSTEMS L_ P L L I I I - 11 I I L 'L L L :::� L - .1. I - - -_ L . :2. VERIFY EXCAVATIONS ARE L . EXTELOED TO PROPER LL :� DEPTH AND HAVE REACHED PROPER MATERIALS. P I I I L I I L I I I I - I I LL . . L L .. ... I L . - ... L .1 I L L L I . L : .:... . LL L I ' L LLLL L L ' 'L L. "' '.. ..:. , L L L I . L . I , I . L L I . I 1, L .1 ... I I I . L L . . .1 , , . L L . L L . . . . I I -, I � .... .. . ........... -.1 11 . . I L L I L LL � � I I 1. I ..... .. ......... ."..., I., 1 . L L L . . . . . : .... "I'll, . LL I . I L L .'. , "; '� ... .. . � I L . : . I r. .. . . . .. 11 � - I L L . I - I I 11 I I 11 I I - - 1. LL . . I I ''I'll . . L - 11 .111, , , , L I I LL . .11 I 11.1 ... I I I LL I L - � L L LLLL L 11 - LLLLL L 'L 111.11 I'll � 4 -_. �,�" .- ... , * . 'L. "I'll, I I ,l - 11.11 ' LLLL - L : �'... L 7, INSPECTION OF STEEL FRAME JOINT , P QU ASSURANQE�:,; LL: I LL L LL LL L I I L L I I I I I I I 1. I I . I I I I I 11 I I I . I L I L I I I 11 I - .1 - I 1. I , ''.. I - I "I I - I 11 I I I I I I'll I , I I I'll L LL L I 11 - I I I I 11 I LL , , , 11 ... ` 41 .- I-L 1, LLLLLL" .1 , , I . ,� . DETAILS FOR COMPLIANCE W/ APPROVED . . L L . . .. . . L . .. ... :. : I . DRAWINGS L I L � :;'3.,PERFORM CLASSIFICATION AND TESTING : , I I L I I � I I L I . . I L L I I . L L L I . L I I I . L L I I I I LL L L� I I I I � I L I I L LL : I I I I I I I I I _ I L 11 I I I I I I I L L LL�L IL LL L I 11 .11 I I L L L L L L LL . L - 11 - . L I LL . I—. . L I - 1111111 , , �','�, , � , " � . . . . I " _� * " "'A " L .. L . ... CONSTRUCTION DOCUMENT S L L L . . . ... . L . I - -..-----.----..-.-----��-�-�--�-,--,.- - ----- - --- --------- I . - ' FOR ADD'I_ REQUIREMENTS I � - " '- � -- -------- - .1 ________ - , I . . L I - : ; L LOT. CONTROLLED FILL MATERIALS. L L L P I I L L L I I I I I I I I . I 1, I L I I I I I I .. I . I I I I .. .1. . . ...... .. . I . .. . 11 11 I "I'll ., I I 1. I'll I . I'll'- . I L L LL L � . .1. 11 IL L, - L L L L L L L L L L . I I I L L L L L L L L �,n . L . I I I I I I I I . . I I I.. I-. I : .. . . . .. .... . ....... .. . . . . . .. . . . I I . . .. . .. . . . . I . .. . . . , I I . I I L I'll L L .. I L 4, VERIFY USE OF PROPER -MATERIALS, DENSITIES L . . . I I I L 11 I I I I I I I I I L I . . I I I I � . I I . . I I . , . . . .1 I 11 I 11 I I I I I .. 11.1 I 11 I i I L . . L . , I � I . .1 , , I . I I 'L. I I I L 11 'L I . L - I L ''I'll.- I I-, I I I I - ''I'll, L L�L�LL 'L I I I - - 'L LL LLLL I I 11 , , 11 - - L LL' L . L I I-, I ,_ I'll L LL L . L L L ' L L I ''. L. . . - 11 ........ LL L .1 .:, �., . .. ..... - I... ,, . L L L . . I I - L L . I .... - 'L ... L' . L I I L I L L I - . .. . L L LLL L LL, 111.1 �P 2 OJ9 I'll, VAL-I D U11ITfL SL I I LL . I AND LIFT THICKNESS DURING PLACEMENT A19D , , C L , . L I _1 L L I . I , I I LLL. . 1.1.1.11.1 . . . . . I I I . I . . .. I I I I I L - i L ..... .. . - I I . L..:.. .11. I LL I . .. .. I I ,;::: I - L L . I I , I I I . ..: I . . I . . . I I I .: . I - , . .... I L L L L LL L L - - .. 'LLL I L L L L L L L L L L I ... .... L L L L L L L L L LLLLL L I I . I.. L L L LL . LL LL .1 ,... I L . L L L L L L L L I L .1 . . L .I _. I . I . L . CONTENTS . COMPACTION OF CONTROLLED FILL. I .1 I I I I . I ... I L . .1 ..., I., I I .. I 11.11,1111, .1 I . . .... - : I ''. - . . .. I I I .. .. . I - : .:..... . I ... . I I . . . .. .... ..... I . ..... I . . .1 ... 1: 1 1 I I'll, . I . I . 11 .. ..... "'' L L' - . . .. . 'L . , _1 I I I . . I I I I I I.. 1.1, I . ...... L I I I .. .. I I... ... . L . . L . . I I . - ''..", 1. I . . � � ""I I I . 11 RESUB STATEMENT OF SPECIAL I ls&!!� . 1. 5, PRIOR TO PLACEMENT OF CONTROLLED FILL, . . . . , I L I I .1 I . L I . I I I 11 I I I - I L L ... , I 11 , .. '.1 I 11 I ... L I I I 11 L L L L .1 1. I ". 1. L I .1. I I I . . I . . . . I - I - I I I . . 11 I 11 . . � I ... . I I 11 I I - L I I .. INSPECTION 1, L LL:LOBSERVE SUBGRADE AND VERIFY THAT SUET HAS P . . . . L . . . I I I I I . . 11 I I I I L L L L LL . I I L � . 11 I I .. 1.11 I I L L I I I . I . . I . I - I,— I . . I I . . I 11 I I , I ". I I I I'll., 111. - -, L . . � � I I � I I'll, ""I'll, 1, I - L MAY 2 8 2019 I I I I I I I'll, 11 I I - L' I CONTACT., AB JRVASION & - I I .. . I PREPARED PROPERLY. L I BEEN L . L L . . L . I L L . � 11 ''I'll , I I - I L L .L I'll''. L L L 11 . ... I I I . . I I - 11 I LLLLIL. I I . L' I .. 1. I L . ..L.L. I ........ BUILDING DEPARTMENT . . I I PROJE :CT No. L I DWG. NO. I . L . I I . . 1. . , I .1 I.. I... I . L . I I I . . .1 . I . L . . . . . . . . . .. . . - .1 . . 1. . - . . ..... . . . ... . 1. L LL LL L . .. .... .. I L . . .. I I . . -.1 . . L' . . . L ... I . . . I . . . L "......... L . . . . .. .. I . . I . . . . I I L' .. ,. I I 1.11 ... I . L , ... . 1. I.., L I I CITYOFEDMONDS L . I .. I - I I . .. . . .. . . 1. . ... - L I .. . .. . . . - L I . . I L .. L ... L . . - LL L . . .... 11.1 I ........'. . . L I I . . __ ... I , UR801 IS1 01 Al. IL . I . I I . . . . . . I I . . . . I .... . . L.. ... . L ... I .. L - - .. .1 L... .. I 1-1. 1 . . . I . .. I I . . I . .. - .1. . . . . . . . 11 . . I 1, .. . . I I . 11 . I I I - - . L'LL, - .1 : . ... .. .. L L L ....... . . . . L . . . . . LL . I . I..... ... . . . .. I I I . 11 I . I I . I . . I . I I . I I I . I . . . . I I 11 . . . . . I 11 I I LL - - .. . . - I I I ,.." I L L L ..... I - . . .. I L I . . I , I .1. I I L L ... . . I I I . I . I I . . . I I "I'll I .. I - L I . I I I I I - -l- I I .1111111 I I ., . .1. I I 11 , _ I - . . . ... . . .. ... ..... .. .............. . .. ....... . .. ... ... . . .... ... c . B D G A ... ...... . .. ........ .. .... ...... ..... WALL LEGEND ...... .......... .. ..... . ... CONCRETE STEM/RETAINING WALL 2". - ------ ------ - ---- ----- - ----- COLUMN/POST SCHEDULE __ia�RK SIZE Scl HSS 5"X5"Xl/4" P28 2-2X6 BUILT-UP POST P36 3-2X6 BUILT-UP POST P46 4-2x6 BUILT-UP POST P56 4-2X6 BUILT-UP POST P26 3-2X8 BUILT-UP POST P6 6X6 DFIR#1 POST pa 8X8 DFIR#1 POST :A (A. . . . . . . . . . . . ... .... .. .. . WALL LEGEND . .. . .. ..... SHEAR WALL SCHEDULE --fill—AMING NOTES. A) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL,& NAIL SPACING IS LESS THAN 6" D.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3-INCH OR , THICKER AND NAILING SHALL BE STAGGERED 8) A MINIMUM OF 3/5- EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR. WALL UNLESS OTHERWISE NOTED C) MINIMUM 7" EMBEDMENT IS REQUIRED FOR ANCHOR BOLTS AT S"EAF? WALL PANEL., D) SHEAR. WALL TYPES 12 AND 13 REQUIRE 3" NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS ATADJACENT PANEL EDGES. HARK R DESC IPTION (PER 2015, IBC) SHEAR (SEISMIC) SHE PLATES TO BLKG. #/FT. #/FT.," NAILING REQ. 9 15/32" STRUCTURAL I PLYWOOD WITH 8d NAILS 0 6- D.C. AT EDGES & 12" D.C. FIELD W 2x FRA�WG@16" D.C. 280 307 l6d @ 5" ON CENTER OR A35 0 20" ON CENTER 4% L I P d AILS p 4: D.C. AT D Wn 8 W�_ lbDUEZS' &S lh2u C. FIELD W1 2x FRAMING016" D.C. 430 447 16d 0 3-1/2 ON CEN IER A35 @ 12' ON CENTER 15/,32- STRUCTURAL I eLYWUUL) M I h tId NAVi v 3" D.C. AT 16d 0 3' ON CENTER OR EDGES & le D.C. FIELD 21 FqlTARlING9I&0_L I 1 550 575 1 A35 0 10" ON CENTER 2L '1 15/32 SINUINURAL I FLTWOD 7 "T 'E� j 3" D.C. AT EDGES & 12- D.C.. FIELD W1 3x FRAMING@16' D.C. 665 840 A35 0 7" ON CENTER 1/2' STRUC111RAL I PLYWOOD/OSB WITH 10d NAILS 0 r D.C. AT EDGES & 12' D.C. FIELD W/ 3x FRAMING016" D.C. 870 1077 A35 a 7" ON CENTER FLOOR DIAPHRAGM SCHEDULE JOIST/DRAG STRUT SCHD. MAX. SPAN SIMPSON IIIST HGR. I (U.N.0) ALOOWABLE LOADS MARK DESCRIPTION ISHEAR (SEISMIC) SHEAR (WIND) J-1 = 11j" DEEP TJI 560 0 121, D.C. �l 1520 PER TABLE 4.2A/4.2C: 2015 SDPWS I #/FT. 1 -2 = 111" DEEP TJI 230 0 16" O.C. _22'-O --ITS3.56/11.88 17'-9" ITS2.37/11.88 1190 FLOOR-1 UNBLOCKED W/10d NAILS 0 6-, 6 & IE AND FIELD RESPF(.TIVFI Y (ALL CASES) 215 1 300 . O.C. J-3 = 2XlO DFIR#1 0 16 51 — _011 LB210 915 NOTE USE FLOOR-1 TYP. U.N.0 ON PIANS J-4 = 2-2XlO DFIRol 0 16" O.C. I'V-0" THA218-2 2M COLUMN/POST SCHEDULE MARK SIZE MARK SIZE Bel HSS 5"X5"XI/4'. P03 3"2X6 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST P82 2-V8 CRIPPLES + 1 STUD P36 3-2X6 BUILT-UP POST P83 3-2X8 CRIPPLES + I STUD. P46 4-2X6 BUILT�UP POST P61 6X6 DFIR#1 POST AS, CRIPPLES + I STUD P56 5-2X9 BUILT-UP POST ps 6X6 DFIR#1 POST 28 3-2X8 BUILT-UP POST ps 8X8 DFIR#1 POST P38 3-M BUILT-UP POST P02 2-2X6 CRIPPLES + 1 STUD c BEAM/HEADER SCHD- NAME SPAN FEET SIZE _1 _9Q9_ B-26 6.25 3-1 Tr - - -2 G.y IB y__Y1411A 81, 1--- B-28 17.5 5-1 18"Xl 2" GLB B-99 13.25 B-30 , 7,5 3-1 /8",Xl 2!' GLEI _B_-_31, -16.25 5-1 "Xll� 1/2" GLB B-32 ; 24.25 6-3/47XI 5" GLB , B-33 16.00 8-3��'X`IT9 1/2" GLB B-34 9.00 3-1/5"XI ULB 8 B-35 16.50, 79--_36 73-35 BEARING/ SHEARING WALL W/ 2X6 DF#2 WOOD STUDS @ 161- D.C. NON BEARING STUD WALL CONCRETE STEM/RETAINING WALL WALL SCHEDULE EXTERIOR WALLS 1ST�: 2X6 DF#1 STUDS 0 16" OX. PARTY WALLS 1ST FLOOR; 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALLS 1 ST FLOOR: 2X6 DF#1 � STUDS 0 16" D.C. SINGLE FAMILY DWELLING —72 AVE. WEST, 15712 EDMONDS, WA, U.S.A. STAMP 'A NAME SPAN SIZE FEET H-1 _L3. 0 2-2XlO OF #1 H -2 ID7 UNTIL SL CONMINTS RESUB MAIN FLOOR FRAMING MAY 2 8 2019 PLAN CONTACT: AB ioN 4 REVIS—_7F BUI-ING DE MENT PROJECTNO. �UR801 DWG. NO. .,Y.,r=T S2021 SHEAR WALL SCHEDULE FRAMING NOTES. A). :WHERE PANELS ARE APPLIED ON BOTH FACES OF wALL:ic NAIL SPACING IS LESS THAN 6" D.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3—INCH OR THICKER AND NAILING SHALL BE STAGGERED B) A MINIMUM OF 3/8" EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE NOTED C) MINIMUM, 7- EMBEDMENT IS REQUIRED FOR ANCHOR BOLTS AT SHEAR WALL PANEL. D) SHEAR WALL TYPES 12 AND 13 REQUIRE 3- NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS AT ADJACENT PANEL EDGES. — MARK DESCRIPTION (PER 2015 IBC) SHEAR� (SEISMIC) SHEAR (WIND) PLATES TO BIXG., #/FT. #/FT. iNAiLiNG REQ. 15/32- STRUCTURAL I PLYWOOD WITH 8d NAILS 0 67C. —AT� 16d 0 5" ON CENTER OR EDGES & 12" D.C. FIELD W/ 2x G REF &AILIL 80 307 A35 0 2V ON CENTER 15/32" STRUCTURA ITH Id wUUU T UX� A I 16d 0 3-1/2' ON CENTER OR EDGES & 12" D.C. FIELD W1 2x 430 447 A35 0 12' ON CENTER 'ENUE'S' 'T L `LIWUA, W 8nTlff 6 3' 1.1 AT 16d 0 3' ON CENTER OR % & 17'O'ClIELD W4 2x FRAMING016" D.C. 550 575 A35 0 10" ON CENTER 173T—STRUCTUR—ALI PLTWUUL) WIIH 1Ud NAILS (9 3' O.C. AT..:..:. 12 EDGES & 12' D.C. FIELD W/ 3x FRAMING016" O.C. 665 840 A35 0 7" ON CENTER 13 1/2' STRUCTURAL I PLYWOOD/OSB.W1TH 10d NAILS 0 2" D.C. AT 870 107 7 A35 0 7" ON CENTER EDGES & 12" D.C. FIELD W1 3x FRAMING@16" D.C. FLOOR DIAPHRAGM SCHEDULE MARK DESCRIPTION ISHE" (MiS"HEAR (WIND) PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. FLOOR-1 2WSCOX PLYWOOD UNBLOC=ENAIILS 0 6"�r� �' 2�30 ABT/BOUNDARY, EDGE AND CT VELY (A ASES) 215 300 WALL LEGEND BEARING/ �SHEARING WALL W/ 2X6 DF#2 WOOD STUDS @ 16" O.C. NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALL 1ST : 2X6 DF#1 STUDS @ 16" O.C. PARTY WALL 1ST FLOOR: 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALL 1ST FLOOR: 2X6 DF#1 STUDS @ 16" O.C. .......... .. . ..... . JOIST/DRAG. STRUT SCHD. mAx. SPAN SIMPSON JOIST ALOOWABIX. . .. ... .. ... - HdR. (U.N.0)� LOADS SINGLE FAMILY ... ........ DWELLING ........ ..... J-1 11j' DEEP TJI 560 0 12" O.C,,:z:- 22'-0" ITS3.56/11.88 1520 15712-72 AVE. WEST, J-2 = 111" DEEP TJI 230 0 16" D.C. 17'-9" ITS2.37/11.88 1190 EDMONDS, WA, U.S.A. J-3 = 2X10 DFIR#1 0 16" O.C. 51-oll -13210 915 NOTH4 USE FLOOR-1 TYP. U.N.0 ON PLANS J-4 = 2�=O DFIR#1 0 16" O.C. 14'-0" THA218-2 2245 COLUMN/POST SCHEDULE: MARK SIZE MARK SIZE Sol HSS 5"X5"XI/4" P63 3-2X6 CRIPPLES + 1 STUD P26 2-2X6 BUILT-UP POST P82 2-2X8 CRIPPLES + 1 STUD P36 3-2X6 BUILT-UP POST P83 3-2X8 CRIPPLES + 1 STUD P46 4-2X6 BUILT-UP POST Pal 6X6 DFIR#1 POST AS CRIPPLES t I STUD P56 5-2X6 BUILT-UP POST P6 6X6 DFIR#1 POST Fas 3-2X8 BUILT-UP POST pa 8X8 DFIR#1 POST p3s 3-2X8 BUILT-UP POST P62 2-2X6 CRIPPLES + 1 STUD BEAM/HEADER SCHD. NAME SPAN SIZE FEET H-1 3,0 2-2X10 OF #1 H-2 6.25 3-2 . .... . .............. .. .. ... . .... . . .. .... . R E S .................. .. ........... . . . ..... ... I .. ............. . . . ........ . . .. .... MAY 2 8 2019 . .. .... .. . V VA L- I b U NAME SPAN IT FEET SIZE I 6�-3/4"X18" GLB 8-12 14.00 5-1/8"X15" GLEI jB-1 B-13 k26.50 18.75 5-jL11;;RX,12 1/2" 13LB B-14 14.00 5-,/, 2. GLB B-15 14.25 1 5-148"Xl 2 GUS B-16 4.00 GLB B-17 19.5 3-1/8"M 2- GL8 CONTENTS UPPER FLOOR FRAMING PLAN e-i8 17.75 8�3/4-Xl 2" GLB 8-19 19.00 3-1 8 X12 GLB 17.75 8 -3 4 X12 GLB B-21 13.00 L14B'—, 2�B CONTACT: AB REVISION 16.00 BUILD" (SPAFZTMENT PROJECT NO. DWG. NO. B-23 825 3-1 /8"XI 0 1 /2- GLB CITYOFEDMONDS GLIB _qZ.�13,0D 5-1/8"X12 UR801 SzW . .. ....... .. . . . . . .. . .. . . ......... ..... . . . . . ........... ...... . . ... .. ................ .. . .. .... . .. . . ......... . . . ... ... . ... .... .. .. .. .... .. . .. - SHEAR WALL SCHEDULE F A) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL & NAIL SPACING is LESS THAN 6" D.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3—INCH OR THICi<ER AND NAILING SHALL BE STAGGERED B) A MINIMUM OF 3/8" EDGE DISTANCE IS REQUIRED FOR THE NAILING AT THE .:BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE NOTED C) MI I NIMUM 7-.EMBEDMENT.IS REQUIRED FOR ANCHOR BOLTS AT SHEAR WALL PANEL. I D) SHEAR WALL I TYPES .12 �AND 13 REQUIRE 3" NOMINAL FRAMING AND STAGGERED COMMON NAILING AT COMMON FRAMING MEMBERS AT ADJACENT PANEL -EDGES. MARK DESCRIPTION (PER 2015 IBC) SHEAR (SEISMIC) SHEAR (WIND) TO BLKG. PLATES , Z�l #/FT. #/FT. NAILING REQ. 15/32 STR WITH Sd NAILS 0 T—TU. —AT 16d 0 5" ON CENTER OR 9 EDGES 8: 12"O'CRILIELDLYWWO01 11A�N 280 307 A35 0 20" ON CENTER SIRUCTURAL I FLYWOOU d I I I W7 O.C. AT TER OR V " 0 10 1' O.C. FIELD W/ 2x FRAMING016' D.C. EbQE'S& 12 447 All P'll l"ElTER' 15/32" STRUCTURAL I PLYWOOD W IH 8d NAILS 0 Y U.C. —AT l6d 3" ON CENTER OR 11 EDGES & 12, o.c. FIELD w 2x FRAMING016" D.C. 550 575 A3 @ 10" ON CENTER 12 1-5/32- SIRUG[URAL I PLYWk!) VATH 10d NAILS 0 3" D.C. AT EDGES & 12' D.C. FIELD W1 3x FRAMINGGI 6" O.C. 665 L 840 A35 @ 7" ON CENTER 1 13 1/2" STRUCTURAL I PLYWOOD/OSB WITH 10d NAILS 0 2" D.C. AT 870 I 1077 1 A35 @ 7" ON CENTER I EDGES & 12" D.C. FIELD W/ 3x FRAMING016' D.C. ROOF DIAPHRAGM SCHEDULE MARK DESCRIPTION SHE&R SEISMIC S EAR WIND PER TABLE 4.2A/4.2C 2015 SDPWS #/FT. #/FT. 11 1;,STIICTIRAL lyll IlEl W/8d NAILS 0 6", 6- 1 '11, AT SO .. AR . EDGE AND FIELD RESPECTIVELY iALL CASESj 215 400 ROOF-2 115�32" STRUCTURAL I BLOCI(ED W/8d NAILS 9 6 0 O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY 320 447 NOTEG USE ROOF —I TYP. U.N.0 ON PLANS COLUMN/POST SCHEDULE MARK SIZE MARK SIZE scl HSS 5"X5"Xl/4" Po2 2-2X8 CRIPPLES + 1 STUD P26 2-2X6 BUILT—UP POST pas 3-2X8 CRIPPLES + 1 STUD p3o 3-2X6 BUILT—UP POST Pal 6X6 DFIR#1 POST AS CRIPPLES + 1 STUD P46 4-2X6 BUILT—UP POST pe 6X6 DFIR#1 POST P28 3-2X8 BUILT—UP POST pe 8X8 D IR#1 POST I P38 3-2X8 BUILT—UP POST P62 2-2X6 CRIPPLES + 1 STUD pas 3-2X6 CRIPPLES + 1 STUD BEAM/,HEA,DER SIC HD. NAME SPAN FEET SIZE H-1 5.oc) 2-2XlO DF#1 [T--2 _F_oO 3-2X10, DF#1 —5--1 13.5o 3�1/8"Xll GLZ B-2 181;; B-3 _27.58 6. 3:1� Xj� 5:; 1'!5 LB B-4 14.50 3-1/8"X13.5" GLB B-5 22.00 1-3/4!'Xl4" LVL 8_6 13.75 —1 8' " ' �3N Ef— _7 _�:_75_ H8"Xll!N5'_' ORO 9-8 1 11.50 3-11/8"X13.5- GLB �B-9 I 3-11/8"X13.5- GLB B-10 1 11.75 1 3-1/B_Xl3.b GLIJ WALL LEGEND: BEARING/ SHEARING WALL W/ 2X6. DF#2 WOOD STUDS @ 16" D.C. 2X6 DFIR#1 BEARING STUD WALL NON BEARING STUD WALL WALL SCHEDULE EXTERIOR WALL 1ST : 2X6 DF#1 STUDS @ 16" O.C. PARTY WALL IST FLOOR: 2X6 DF#2 STUDS @ 16" O.C. LOAD BEARING INTERIOR WALL 1ST FLOOR: 2X6 DF#1 STUDS 0 16" O,C. SINGLE FAMILY DWELLING —12 AVE b/ 12 VVESI, EDMONDS, WA, U.S.A. STAMP ............. . ......... ...... ........ ..... . ... . . . ....... . ....... . . .... . ....... ..... .... ...... '1 /73 . . . .... . .......... ... . .... . ....... . . ....... . ..... ... .... BEAM HANGER SCHD. BEAM MARK BEAM SIZE SIMPSON GR. (IT.N.0) ALLOWABLE LOAD SEE PLAN 1-3/4"X 14"LVI, HUCQ1.81/9—SDS 2000 JOIST/DRAG STRUT SCHD. MAX. SPAN "'PSO" HGR' (U.N.0) ALLOWABLE LOAD R-1 14'� DEEP TJI 560 0 12"� O.C. 25'—,3" ITS3.56/14 1520 R-2 14!' DEEP TJl 560 0 16" O.C. 21'-6" ITS3.56/14 1520 R-3 14," DEEP TJI 230 0 16" 0. C. 17'-1" ITS2.37/14 1520 RESUB CONTENTS ROOF FRAMING PLAN MAY 2 8 2019 l'UILDiNG DEPARTMENT CITYOFEDMONDS CONTACT: AB REVISION PROJECT NO. DWG. NO. UR8nj 1 �)Zu4j TABLE A: BASEMENT WALL ANCHOR BOLT DETAIL B.0L'ANCHOR CONNECT SIMPSAN A35 & h SPACING TOE NAILS TO JOISTS SPACING B'-O" R"0016" O.0 CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS@3"O.0 (ONLY FOR TO JOIST AND RIM JOIST/BLOCKING 7'-6" J"0@24" 0.c CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS@3"0.0 TO JOIST AND RIM JOIST/BLOCKING 71-01, J"oo3o" o.c CONNECT SIMPSON A35 TO EACH JOIST/BLOCK + 10d TOE NAILS04"O.0 To JOIST AND RIM JOIST/BLOCKING 6.-6.1 a"o@,35" o.c lod TOE NAILS*4"O,C TO JOIST AND RIM JOIST/BLOCKING I h = DIFFERENCE OF FINISHED GRADE LEVEL �AND BASEMENT FLOOR LEVEL USE DOUBLE MUD$ILL (2-2XB) TOP PLATES 10. TYP. BASEMENT WALL DETAIL Tel: (604) 543 8044 Fax: (604) 543 8104 (FLOOR TJ1 PERPENDICULAR TO WALL) ......... ... #3-30"X30" DOWELS #3-�30" REINF. AS i-DOWELS PROJECT TITLE P ER PLANA,, a 18"0 SINGLE FAMILY 5 @ 12"O.C. DWELLING OTTOM H WAY BOT. WATERSTOP AROUND I' 12 D.C. 9 CENTER OF WALL TYR 15712-72 AVE. WEST, TYPICAL SEE ARCH. .-DOWELS TO MATCH . ... ... . EDMONDS, WA, U.S.A. I EPDXY GROUTED DWGS FOFF \ I a: VERTICAL . . .... . .... ... .. INTO CONCRETE WALL EC SP IFICATIONS oP ... ..... . ...... .. .. ... . 2X4 KEY C/W .. ....... . .. \MIN. .. ............. . ... ........... -WATERSTOP SEE . ..... .... ..... ........... ... . . . ....... STAMP 8" CONC. WALL co 0 ARCH. DWGS FOR ... .... SPECIFICATIONS .. .. .... PLYWOO . ........ .. FORMWORK #5 0 1 6'O.C. C/W 5 R .. . ..... ........... .. ...... X 2' DOWELS INTO SIDE 1 ...... ................ CONCRETE WALLS #5' 0 12" O.C' ..... . . . . .. ..... .... . .... ...... . . . . . .. .. .......................... .. . #4 0 12" D.C. VERT. CENTER OF WA L 0 15. SECTION AT ELEVATOR . ............ ... ... ... ..... .. ....... . ......... . . ...... .. .... . .... .... ..... .............. ........ ....... .............................. .. ......... . 0, 17 7 2-5 SHAFT . . .... . .. ... . . .... ............. ............................... . ....... ... ..... ... ... . ....... .. ....... .... . ........... . �0' CONT. ........... .................. ..... .. .... ........ .... .. ................. .... ... ... . ..... MM 2019 14. TYP. CONCRETE STAIRS DETAI . ..... ... .... .... ....... .. .. .. . .. ... . .. ........ .... ..... . . ..... ..... .. .... V114 Tj L 6 ID 2�o t I . . .... .... ... .. . .. . . . .... . ................... ........... ......... .. ................... I,-, . ". 11 . ....... . ..... ....... .......... CONTENTS TVDI(-Al DPTAILS RESUB . ... ........ .. . .. ... .. . . ........ MAY 2 8 2019 CONTACT., AB REVISION .......... .... .... .. .......... . . .... .. ... ........ . BVIUDINQ D1rRTMENT OF E "N' PROJECT No. DWG. NO. . . ....... . ... . ....... .. .. . ... ... . ...... UR801 IS301 . ... ...... .. . ... . . .... ... ... . . . ............... ............... .. ..... ... ........ ........... ..... 3/8" THK.X8.5"X18" STEEL PLATE WELDED 4-TO HSS COLUMN SIMPSON CS16 STRA SID ES /�IE SIMPSON CS16 STRA P TIE ON BOTFF\ ALUMINUM GUARDRAIL BY OTHERS, SUBMIT SHOP . . .. .... P66F PURL —INS CONT. HSS COLUMN 7_ HSS COLUMN--<, 1 4' THICK U PLATE 4 LA /(5) 5/80 MB PER P N STEEL BEAM, SEE PLAN 2-2X1O FILLER C/W 5/8,10 SENAMBOTH SIDES OF BEAM DRAWINGS FOR REVIEW PER PLAN BOLTS 0 24"O.C. -WOOD POST, IF ANY TUD WALL ROOF JOIST WOOD BEAM 2 FLOOR SIMPSON BC POST CAP\� NO SHEATHING SEE PLAN FLOOR SHEATHING-\ HEITHING 7 1/4" THICK U PLATE ODD BEAM FLOOR SHEATHING:� UNDER POST SIMPSON OS16,/ \PMPSON A35 SIMP SON A35 -':*\-SIMPSON CS16 STRAP TIE SLOPE TO DRAIN A 5/8'.0 MB W A .0 MB W/V 5/8' �JE E 3 EDGE DISTANCE PER PLAN P �4 1 O"X4 'X1/4" PLATE STRAP TIE FRAMING ANCHOR FRAM NG ANCHOR DECK JOIST RESTING ON DOUBLE PLAT� FL Go=� DOUBLE BLOCKING WOOD BEAM BEAM WELDED T 0 BOTTOM BEAM ��j BEAM ETWEEN STUD S PER, PLAN FLANGE OF BEAM 00 D POST 00 D POST 0 OD POST U \_ LID BLOCKIN 0 o/W �rF .Q SHEATHING R SECTION A- SIMPSON CC POST CAP SIMPSON POST /SEE PLAN /SEE PLAN /43EE PLAN SIMPSON CC POST-/ CAP OR STRAP \SEAM AS DECK AND FLOOR JOISTS I FOR SIMILAR CONNECTION IN TIE, SEE PLAN PER PLAN PLYWOOD/ SH EATHING -STUD WALL ROOF, USE 1 /4" THICK U WOOD POST, P. T -WOOD POST —7 \,POST AS S DRAG STRUT PLATE W/(4) 5/8" MB W SEE PLAN PER PLAN TAS PER PLAN �1/4" U F� TYP. 3" EDGE DISTANCE AND 2.5", +4-L S SM,�O CM T11 IMPSON CMST14 PITCH. :WELDED TO HSS 25. TYP. BEAM TO POST CONNECTION 26. TYP. BEAM TO POST CONNECTION WITH STRAP TIES 27. TYP. DECK FRAMING DE TAI E 4 STRAP TIE x 48" Sj��p IT x IS . .. ... .. .... ..... 42. TYP. STEEL BEAM TO WOOD WITH POST CAP LONG . ..... POST CONNECTION TUD WALL 35. WOOD BEAM TO STEE .......... . COLUMN CONN. MAX. OPENING 8 -0 HEADE ROOF OR R OR FRAMING., ABOVE 16d NAILS 0 8" D.C. SIMPSON A35 FRAMING ANCHORS SIPSON ST18 STRAP TIE 3-2X6 CRIPPLES 1 END STUD_-,,,� SIMPS A ANCHORS r C� 2X8 BU C ///'FRAMING r@ 12" .0 1%I CONT. 2-2X6 PLATES IMPSON A35 Bd NAILS 0 6" D.C.. FRAMING ANCHORS MIN. (3) 16d NAILS CLINCHED OTHER EN 2XS BLOCKS 0 12" D.C. SPAN EDGE STRINGERS MIDDLE STRINGERS -L' OUT FROM 2X12 CU FROM 2X12 < 8' AVD 1-2X4 DOLE STRINGER EACH EDGE NOT REQUIRED — >8'<10' ADD 1-2X6 ON ADD 1-2X5 TO EACH EDGE MIDDLE STRINGER >10'<12' ADD 1-2X6 ON ADD 2-2X6 TO EACH EDGE M111111 P qTPIWr.PR 28. TYP. FLOOR 10 MID —WALL CONNECTION L-ANDING PLATES J"o ANCHOR BOLTS 1/2 :y2-24 2-2XIO TYP. U/N (DO NOT CARRYING SEE TABLE A ppj�BCONC. To 11 L HANG FROM PLYWOOD) BEAM . 3" TOE NAILS 0 4' 0 ' 0 SIMPSON LSSU210 HANGER 2-2MI PLATES FLOOR JOIST W/ SLOPED SEAT TYP. U/N 1/2" PLYWOOD SHEATHING 2X4 BLOCKING BETWEEN STUDS -MAX WIDTH 3'-6" S . MPSON LSSU210 HANGER U/N JOIST SPACING NOT TO 2X6 STUDS 0 12" D.C.. SPAN -L' (MAX. I ' - EDGE rACE EDGE rACE E6GE F�CE EXCEED 16"0.0 FOR P, Sd NAILS @ 4" D.C. I I I __ . - - I- ----I 7�A 2-2X 2-2X6 3=W CONC. BI LATERAL SUPPORT CONTINUOUS BEAM HUNG SEE DEATAIL BEAM AS ONTACT ENGINEER IF SPANI ONTO END OF CARRY NG V IS LONGER THAN 12'-,., FLOOR JOIST �\_1/2" PLYWOOD SHEATHING . .. . .... PER PLAN BEAM BY INVERTED HANGER INVERTED H ANGER, SEE PLAN FOR SECTION A - REQUIRED CAPACITY CONNECT STUD TO CONNECT STUD TO 30. NTYP. INTERIOR STAIR STRINGERS DETAIL 44. FLOOR DIAPHRAGM TO CONIC. TOP AND BOTTOM TOP AND BOTTOM BEAM CONNECTION DETAIL AT DECK. -7 PLATES N MPSON T f Ai6 ANCHOR 2 ROWS OF 10d 2 ROWS OF 10 A35 ANCkRS SIMPSON A35 NAILS B" D.C. NAILS @ S" 0. G ANCHORS + �KEI MIN, i" p 0 \MIN. J" PLYWOOD FLOOR �TU 5 FRAMIN 12 LAP IINT L LAP INTO WALL SPAN EDGE STRINGERS MIDD E S R G V CUT FROM 2XI2 CUT FROM 2X12 < 7' ADD 1-2X4 ON MIDDLE STRINGER EACH EDGE NOT REQUIRED >7'<9' AFD —1-2X6 ON -AD-D 1-2X6 TO EACH EDGE MIDDLE STRINGER ADD I-2X6 ON ADD 2-2X6 TO EACH EDGE M.IDDUE STRINGER 31g, TYPICAL INVERTED HANGER DETAI LANDING JTJ 10 TYP U/N (DO NOT EDGE FACE EDGE FACE EDGE FACE HANG FROM PLYWOOD) 3-2X 4-2X 4-2X \SIMPSON LSSU210 HANGER 36. TYP. NAILING PATTERN FOR BUILT—UP POSTS CONT. 2X4 BLOCKING L -MAX WIDTH S-6" W/ SLOPED SEAT TYP. U/N 2-2X6 BETWEEN A PLATES STUDS SIMPSON LSSU210 2j" gX- NAILER C/W 1/2-0 BOLTS NAILS @ 4"O.C, �ALL MATERIAL SHOULD PLAN VIE SPAN 'L' (MAX. 11' ANGER A STAGGERE S a 18" D.C. STAGGERED U/N D IN TWO ROW JS JS KK KK KK _�P. _D] ELEVATIO 29. ]_�P. BAY WINDOW DETAIL ... .. .. BEAM AS FLOOR SHEATHING FACE MOUNTED JOIST HANGER; . [AS PER MANUFACTURER PER PLAN NTACT ENGINEER IF J�P�0�1 'I IS LONGER THAN 31. TYP. EXTERIOR STAIR STRINGERS DETAIL FLOOR JOIST IST FLOOR JO SIMPSON H2.5 TIE /DOWN a EACH TRUSS"\ 36" FROM EDGE 36" FROM EDGE WOOD JOISTS 2-2X- STUDS 2X- STUD WALL F A , BE�l �2 1 DRAG BEAM WOOD FILLER t,14 EACH \-STEEL BEAM STEEL AS PER PLAN SIDE OF STEE COLUMN 7 3 ROWS VERTICAL DUCT THROUGH IN LS BE BOLTED z < !7 ES IFLOOR JOIST 0 3" O.0 IN. 10� STUDSW ALL, SEE MECH DWGS W/ 1/2"0 BOLTS 0 24" O.C. STAGGERED NAILS PE OW) FOR I ZEIAND LOCATION �7 S2 SIMPSON A35 HEADER 2-2X PLAT!j",,�' SIMPSO SIMPSON S IS STRAP TIEY. MAX._OPENING_8'=O! IWINDOW OPENING] . 6,2-2X8 PLATES SIMPSO 2-2XS PLATES I WINDOW OPENING] 2-2X8 PLATES SIMPSON DOUBLE -WOOD BEAM STUDS PER PLAN /-'MAX 0 7'-0" O.0 I X A35-j A35 4 38. TYP. STEEL BEAM TO FLOOR JOIST SECTION 2 ROWS OF SIMPSON S;DS LOOR JC IST AS MA� �,_PDOUBLE TOP WO STS PARALLEL TO BEAM h"00Y WOOD SCREWS 0 7PER Pl_t 12' CONSULTANTS 2__ 2' LATES 4" D.C. STAGGERED EXISTING BLOCKING -STUD WALL AS CORPORATION NEW Y�' STEEL PLATE SCAB OVER SHEAR WALL PER PLAN TO EXISTING DOUBLE TOP .......... . Suite 206, 8363 128th Street PLATES (SEE SIDE MEW FOR —SHEAR WALL AS ADD EXTRA 2x- STUDS PER PLAN AT EDGE OF EACH SIDE Surrey, B.C. V3W 4G1 BEAM SEE PLA LENGTH OF STEEL PLATE) OF DISCONTINUOUS WALL und'Lln - A PLIES 0 Tel: (604) 543 8044 -8- 6 AL LUMM INEERE SIDE VIEW NAILED W/ 3 STAGGERED ROWS NAILED W/ 3 STAGGERED ROWS OF Fax: (604) 543 8104 39. WOOD BEAM SECTION OF Bd NAILS 0 12" D.C. 16d NAILS @ 12" O.C. EACH SIDE THK.X8.�"XIB" 34 TYP. REPAIR DETAIL FOR DISCONTINUOUS RIM JOIST AND STEEL PLANE WELDED PROJECT TITLE 3/8" THK.X7"XI5.5" TO HSS COLUMN. TOP PLATES AT N RIO NO -XTERIOR SHEAR WALLS STEEL PLATE WELD*ED T 1/4' TO HSS COLON /4' 1/4" THICK U PLATE W/(5) 5/8"0 MB BLOCKING L � I SINGLE FAMILY SHEATHING PER PLAN vl� DWELLING PER PLAN MAX 0 7*-0" O.0 IL 2� L WOOD BEAM M \YOOD BEA 7 1 .4, PER PLAN �,-WOOD BEAM 15712-72 AVE. WEST, PER PLAN 1 7` 1j" 7" 1�' EDMONDS, WA, U.S.A. THICK U PLATE ......... .. /B�- \ I 1. . . : LAMIX6=12LIE� GO (PSL+LVL) ME 1; �,; .. I : : ::;_:1;::, � BOLTED W/ 2 STAGGERED ROWS OF 1/2"0 BOLTS 0 12" O.C. DOUBLE BOTTOM PLATES C WOOD BEAM THICK U PLATE CINT 1/4 W/(4) 5/8"0 ME 4) 1/2"0 MG 'OL MN PER PLAN ... . .. .... P 1 4" THICK U PLATE FhQIE, STAMP 'FFR Tn MANI IFrAr.TIIRFrp1q r1jinpq vn 1/4" PP ROD SIZE LENGTH le BEARING PLATE MODEL NO! & NUMBER (in) (in) ALL SMF COLUMNS MFSL-18-6—KT 4 18 1 2Y2 X X 7)/, 4 BEAM ENGINEERED TO PROVIDE A COMPLETE ANCHORAGE �XB NAILER TOP NAILER a 18eam Topj SOLUTION MEETING THE 2009 AND 2012, : 1) 1 114TERNATIONAL BUILDING CODE REQUIREMENTS FOR 7 GENERAL: BOTH TENSION AND SHEAR. 1. SIMPSON STRONG —TIE! STRONG FRAME� AND THE YIEUD—LINKI.:STRUCTURAL FUSEARE, PROTECTED UNDER US PATENT NUMBER 8.001,734 62 AND MUST BE SUPPLIED OR LICENSED.THROUGH SIMPSON STRONG —TIE. E MF�,TPL TEMPLATE ARE W V "SIMPSON s oTIG 1 2. STRONG FRAME SPECIAL MOMENT FRAME IS MANUFACTURED: AND J EMAPK ED TR — IF ANCHOR RODS AND TH I COLUMN Dc Wc Column ID (I n) (in) Nailer(s) W 1205 1 2Y2 1512 (1)2x8 I COLUMN �(Ili A Bbp 9 Tbp THOLE ID �(Irq) (in) I SIZE WIOX30 lij 4A T� 1 �/4 COLUMN �(Ili A Bbp 9 Tbp THOLE ID �(Irq) (in) I SIZE WIOX30 lij 4A T� 1 �/4 e e e e e e e e e e e e 0 e 0 e e e e 0 e e ENGINEERING 250 01 Ave 5 Ste 200 4D Edmonds, WA 98020 15 Phone: (425) 778-8500 e Fax: (425) 778-5536 e civil & structural engineering & planning DRAINAGE REPORT Sharma Residence 15712 72nd Ave W Edmords, WA 98026 COMPLIES WITH APPLICABLE CITY�TORMWATER CODE - ��o Eraite: CITY COPY RECEIVED SEP 2 5 2018 08121118 BUILDING CG Project No.: 18044.20 P LD ooiff- 1/0 ( Table of Contents Section I — Project Overview Section 11 — Minimum Requirements Section III — Off -Site Analysis Section IV — Permanent Stormwater Control Plan Section V —Construction Stormwater Pollution Prevention Section VI —Special Reports and/or Studies Section VII —Other Permits Section Vill — Operation and Maintenance Manual 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGIN&RING ph, 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Section I — Project Overview Sharma Residence 18044.20 August 21, 2018 Drainage Report Section 1, Page 1 Section I — Project Overview Section I Surnma Overview Existing Condition Developed Condition nupriliplAl This drainage report has been written for a new single-family residence project, the Sharma Residence, located at 15712 72 nd Ave W in Edmonds, WA 98026 (TPN: 00513100002411). The parcel is Lot 1 of the Meadowview Estates short plat (AF# 201612095001) and is 0.52 ac. It is currently undeveloped and is vegetated with trees. In the developed condition, there will be a 3-story single-family residence (including the basement level) with associated retaining walls, walkways, a patio, and a driveway. New and replaced impervious surfaces total 6,807 sf and the amount of land disturbance is 15,799 sf. The project must comply with ECDC 18.30 — Stormwater Management Code, the 2014 Stormwater Management Manual of Western Washington (DOE Manual), and the 2017 Edmonds Stormwater Addendum (Edmonds Stormwater Addendum). It is classified as a Category 2 project per ECDC 18.30 and must meet Minimum Requirements #1-9 because the amount of Fiew plus replaced impervious surfaces total over 5,000 sf. This report is based on the steps recommended in Chapter 7 of the Edmonds Stormwater Addendum. Existing Condition The site is currently undeveloped and densely vegetated with trees on the eastern half. The western portion has been previously graded with the development of the Meadowview Estates short plat. There is a steep slope across the site from east to west (30% average) with an elevation difference of 46 ft. Per the geotechnical engineering report, the underlying soils consist of brown, slightly silty, gravelly sand with organics, loose to medium dense" and becomes dense at the termination of the test pit at 4 ft. The site is adjacent to 72nd Ave W to the east, an existing single-family residence to the north, and an access easement to the east and south. Across the access easement are Meadowview Estates short plat lots, one of which is developed. Utilities are available at the site from the short plat development, including stormwater. Please see Section III for the off -site analysis. Developed Condition A 3-story single-family residence (including the basement level) is proposed in the middle of the site. Access to the garage will be from the access easement to the south. Retaining walls will be necessary along all sides of the development due to the steep slopes. 250 4th Avenue South, Suite 200 Ci 4M Edmonds, WA 98020 rENGINiERING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 1, Page 2 Utilities are available at the site from the short plat development, including stub outs for water, sewer, power, and stormwater. The sewer stub is for a sewer pump installation which will not be used, and the project will install a new gravity side sewer to the manhole within the access easement. Stormwater travels downstream from the site through conveyance pipes within drainage easements until it enters the City's IVIS4 within 75 th PI W about 0.1 mi downstream. The site is within the Puget Sound Piped Watershed. See Section III for the off -site analysis. On -site stormwater BIVIPs were evaluated for a project that discharges directly to Puget Sound through the City's IVIS4. All dispersion and infiltration BIVIPs were found to be infeasible. See Section IV for infeasibility criteria. The developed site areas are as follows: Pervious Areas Undisturbed Vegetation: 4,1.00 sf (0.09 ac) New Landscaping: 11,699 sf (0.27 ac) Total: 15,799 sf (0.36 ac) Impervious Areas Roof: 2,667 sf (0.06 ac) Driveway: 1,530 sf (0.04 ac) WalkwaVs: 2,610 sf (0.06 ac) Total: 6,807 sf (0.16 ac) Tota I Lot: CM I ENGIN&RING 22,606 sf (0.52 ac) 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 1, Page 3 -----0- 4M IENGINCHERING Rd SVJ l5l.t St Sw it Lij nds'Guldi 17,�h F� FA9 Meadovid 15712 72nd Reach Pa Avenue West % N Me3do4b,,,4 160th St SW MEADOWDALE wsll?'O lf32n4PJSW ZE "Itsw 64h St SW 164th St Sw 164th STSNV 64* Fi sw r zi do'Vdaj� Rd If.52h FV SW 165th PI SW 1661h PI SW Meadowdale playfields :E f.f Figure 1-1. Vicinity Map (Google Maps). 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 August 21, 2018 Drainage Report Section 1, Page 4 Figure 1-2. Aerial Photograph (Google Maps). 250 4th Avenue South, Suite 200 CM Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Section H — Minimum Requirements Sharma Residence 18044.20 August 21, 2018 Drainage Report Section 11, Page 1 Section 11 — Minimum Requirements Section 11 Summa Narrative The project must comply with ECDC 18.30 — Stormwater Management Code, the 2014 Stormwater Management Manual of Western Washington (DOE Manual), and the 2017 Edmonds Stormwater Addendum (Stormwater Addendum). It is classified as a Category 2 project per ECDC 18.30 and must meet Minimum Requirements #1-9 because the amount of new plus replaced impervious surfaces total over 5,000 sf. Minimum Requirement #1: Preparation of Stormwater Site Plans: The stormwater site plan consists of this report and the civil drawings, and is prepared in accordance with Chapter 3 of Volume I of the DOE Manual and the requirements in the Edmonds Stormwater Addendum. Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP): The SWPPP shall include a narrative and drawings. The SWPPP narrative shall include documentation that addresses the 13 elements of Construction Stormwater Pollution Prevention. See Section V and the civil drawings. Minimum Requirement #3: Source Control of Pollution: All known, available and reasonable source control BMPs are required for all projects approved by the city. All single-family residential projects shall, at a minimum, incorporate required BIVIPs from SWMMWW Volume IV, S411 — BMPs for Landscaping and Lawn/Vegetation Management. The Operation & Maintenance Manual found in Section VII addresses Lawn/Vegetation management. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls: Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down -gradient properties. All projects shall submit an off -site qualitative analysis. A qualitative analysis of the upstream and downstream system entering the site is presented in Section 111. A conveyance capacity calculation for the downstream system is included in Section IV. Minimum Requirement #5: On -Site Stormwater Management: The proposed project discharges directly to Puget Sound through the City's IVIS4. Per ECDC 18.30, it must implement BMP T5.13 Post - Construction Soil Quality and Depth and evaluate BMPs T5.10A Downspout Full Infiltration Systems, T5.1013 Downspout Dispersion Systems, T5.10C Perforated Stub -out Connections, T5.11 Concentrated Flow Dispersion, and T5.12 Sheet Flow Dispersion. On -Site Stormwater BIVIPs were found to be infeasible for all hard surfaces due to the steep slope. See Section IV. 250 4th Avenue South, Suite 200 0 Edmonds, WA 98020 rEINGINFEEERING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 11, Page 2 Minimum Requirement #6: Runoff Treatment: This requirement applies to the new plus replaced hard surfaces and the converted vegetation areas. The following require construction of stormwater treatment facilities: i.) Projects in which the total of pol I ution-ge ne rating hard surface (PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or ii.) projects in which the total of pollution -generating pervious surfaces (PGPS) — not including permeable pavements is 0.75 acres or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The project's total amount of PGHS is less than 5,000 square feet and the amount of PGPS is less than 0.75 ac. Runoff treatment is not required. Minimum Requirement #7: Flow Control: This; requirement applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. Flow control is not required for projects that discharge directly to, or indirectly through the City's MS4 to Puget Sound. The project is within the Puget Sound Piped Watershed and therefore is exempt from this requirement. Minimum Requirement #8: Wetlands Protection: This requirement applies only to projects whose stormwater discharges into a wetland, either directly or indirectly through a conveyance system. This project site's stormwater does not discharge into a wetland and does not require wetland protection. Minimum Requirement #9: Operation and Maintenance: An operation and maintenance manual that is consistent with the provisions in Volume I and Volume V of the SWMMWW is required for proposed Stormwater Treatment and Flow Control BMPs;/facilities. The party (or parties) responsible for maintenance and operation shall be identified in the operation and maintenance manual. For private facilities approved by the City, a copy of the operation and maintenance manual shall be retained on - site or within reasonable access to the site and shall be transferred with the property to the new owner. For public facilities, a copy of the operation and maintenance manual shall be retained in the appropriate department. A log of maintenance activity that indicates what actions were taken shall be kept and be available for inspection. See Section VIII. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEeRING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 11, Page 3 Does the project result in 2,000 square feet, or greater, of new plus replaced hard s"ce area? OR Does the land disturbing activity total 7,000 square feet or greater? No Minimum Requirements No. I through 5 apply Minimum Requirement No. 2 applies Does the project add.5,000 square. feet or more of new plus replaced hard suTfacn? OR Convert O�. 75 acres or more of vegetation to lawn or landscaped areas? OR Convert 2-5 acrcs or more of native vegetation to pasture? is No Is this a road ri Does the pmjcct add 5,000 sq uare feet or No morc of new hard surfaces? ly" All Minimum Requirements Y'M apply to the new 2nd replaced Do nmv hard surfaces add 50% or hard surfaces and con,6Tdcd more to the existing hard surfaces Vegetation areas. within the project limits? All Minimum Requirements No No additional apply to the new hard surfaces P. I an converted ve-getation areas- eq '- I Figure 11-1 Flow Chart for Determining Requirements for Redevelopment (Figure 3.1 of the Edmonds Stormwater Addendum) 250 4th Avenue South, Suite 200 4= CM Edmonds, WA 98020 IENGINE-ERING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Section III —Off-Site Analysis Sharma Residence 18044.20 August 21, 2018 Drainage Report Section 111, Page 1 Section Ili— Off -Site Analysis Section III Summa Task 1 — Define and map the study area Task 2 — Review a// available information of the study area Task 3 — Field inspect the area Task 4 - Describe the drainage system, and itsexisting and predicted problems Task 1 — Define and map the study area An initial qualitative analysis shall document potential off -site impacts of stormwaler discharges for each upstream drainage system entering a Site, and each downstream drainage system leaving a site according to Section 6.2 of the Edmonds Storrnwater Addendum. Runoff from the site enters the City's MS4 within one -quarter mile and therefore must evaluate and document downstream conditions up to and including runoff entry into the City's MS4. Pul-I ,*0 0 0 1550��, 12 13 11-0 I Y� 5 C, 13 C] 00 a 0 0 -15 di2j I 0 15605 Ile 7 0 0 PROJECT SITE 15�15 0 7 21, T PRIVATE CONVEYANCE PIPE E C NVEYANCE P E 15 5 1 W16 i 5 7; 2, MS4 CONNECTION 0 0.1 MI DOWN STREAM 71 13 13 15 7 Vj 15 1�,711 5722 15701 --------- - j 15719' 15706 15724 __15722 15729 15730 JJ, ML_L�_ VA J' 13 15806 47400 7324 : L 1qQ(1. . — 1 1, . ". , " I I ., I Figure 111-1 Study Area 4M ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 August 21, 2018 Drainage Report Section 111, Page 2 Task 2 — Review q// ovailoble information on the study ore Existing stormwater improvements were determined from the survey and the City GIS map. There is an existing stormwater stub -out on the lot that was built as part of the short plat. From the stub -out, stormwater is directed to a catch basin within the access and utility easement to the west and is routed in conveyance pipes within storm drainage easements across private properties to, the public storm main within 7511 PI W about 0.1 mi downstrearn to the west. The public storm system downstream consists of 12" and 18" CMP conveyance pipes that eventually discharge stormwater to Puget Sound an additional 0.07 mi downstream. Critical areas were evaluated using the City GIS map and the lot is classified as an Erosion Hazard Area (15-40%). Task 3 — Field inspect the study area A site visit was done on the afternoon of March 14, 2018. The weather was partly cloudy with rain the previous day. From evaluating surrounding conditions, the site does not appear to take on any significant upstream flow. There are existing catch basins on 72 nd Ave W upstream of the site. The following photos show the existing site, the catch basin within the utility easement, and the connection to the City's IVIS4 within 75th pl W. Task 4 — Describe the drainoge system, and its existing and predicted problems Existing stormwater improvements were determined from the survey and the City GIS map. This is described in Task 2. The project proposes to route all roof runoff through roof drains to a catch basin west of the proposed house. The catch basin will then connect to the existing stormwater stub -out onsite. No on -site stormwater BMPs for hard surfaces were found to be feasible for the project (see Section IV). There did not appear to be any issues with the existing stormwater system and it is not expected that the project will create any issues. See Section IV for a conveyance capacity calculation for the downstream system. 250 4th Avenue South, Suite 200 4= CM, Edmonds, WA 98020 ENGINCEERING ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 111, Page 3 Figure 111-2. Catch basin in 72 nd Ave W looking north. Figure 111-3. Existing lot with sewer stub -out looking north. 4= .0- 4M ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section 111, Page 4 Figure 111-4. Catch basin within utility easement west of lot looking north. Figure 111-5. Existing on -site vegetation. 4= CM ENGINCEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section III, Page 5 Figure 111-6. Connection to City's MS4 system in 75th pI W. ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Section IV — Permanent Stormwater Control Plan Sharma Residence 18044.20 Drainage Report August 21, 2018 Section IV, Page 1 Section IV — Permanent Stormwater Control Plan Section IV Surnma Narrative BMP Feasibility Review Conveyance Capacity Calculation WWHM2012 Additional Flow Calculation AinrrnthIp The project must meet Minimum Requirement #5: On -Site Stormwater Management. Per ECDC 18.30, projects that directly discharge to Puget Sound through the City's MS4 must implement BMP T5.13 Post - Construction Soil Quality and Depth and evaluate BMPs T5.10A Downspout Full Infiltration Systems, T5.1013 Downspout Dispersion Systems, T5.10C Perforated Stub -out Connections, T5.11 Concentrated Flow Dispersion, and T5.12 Sheet Flow Dispersion. Water quality treatment and flow control facilities are not required for this project (see Minimum Requirements #6 and #7 in Section 11). The developed site areas are as follows: Pervious Areas Undisturbed Vegetation: 4,100 sf (0.09 ac) New Landscaping: 11,699 sf (0.27 ac) Total: 15,799 sf (0.36 ac) Impervious Areas Roof: 2,667sf (0.06 ac) Driveway: 1,530 sf (0.04 ac) WalkwaVs: 2,610sf (0.06 ac) Tota 1: 6,807 sf (0.16 ac) TotalLot: 22,606 sf (0.52 ac) FeasibilitV Review Per ECDC 18.30, projects that discharges directly to Puget Sound through the City's MS4 must implement BMP T5.13 Post -Construction Soil Quality and Depth and evaluate BMPs T5.10A Downspout Full Infiltration Systems, T5.1013 Downspout Dispersion Systems, T5.10C Perforated Stub -out Connections, T5.11 Concentrated Flow Dispersion, and T5.12 Sheet Flow Dispersion. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 rENGIN&RING ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 August 21, 2018 Drainage Report Section IV, Page 2 1. BMP T5.13 Post -Construction Soil Quality and Depth: Feasible. All new landscaping will meet the Post -Construction Soil Quality and Depth in accordance with BMP T5.13 of the DOE Manual. 2. BMP T5.10A Downspout Full Infiltration Systems: Infeasible. A full infiltration system is not feasible due to the steep slopes across the site (30% average). Infiltration systems may not be placed on slopes greater than 25%. 3. BIVIP T5.1013 Downspout Dispersion Systems: Infeasible. The vegetated flowpath may not be on or above slopes greater than 15%. 4. BIVIP T5.10C Perforated Stub -out Connections: Infeasible. The perforated portion of the pipe may not be placed on or above slopes greater than 20%. 5. BMP T5.11 Concentrated Flow Dispersion: Infeasible. The vegetated flowpath may not be on or above slopes greater than 20%. 6. T5.12 Sheet Flow Dispersions: Infeasible. The vegetated flowpath may not be on or above slopes greater than 20%. ConveVance CapacitV Calculation The project will add more impervious surfaces than was previously approved in the original short plat engineering design for Meadowview Estates (P'LN20140015). The short plat allocated 5,700 sf of impervious surfaces for the subject parcel (Lot 1 of the short plat) whereas this project will be adding 1,107 sf more of impervious surfaces. A capacity analysis is required per the City Engineer to determine that the downstream conveyance system can handle the runoff from the additional impervious surfaces. Assuming an additional 0.03 ac (1,306 sf) of impervious surfaces, the project will add 0.026 cfs more during the 50-year storm than from the original calculations from the short plat drainage report done by LDC dated March 12, 2014. See the WWHM2012 output below. The original short plat calculations used the Stormshed program to model the conveyance capacity in the downstream conveyance pipes. The hydraulic model included the areas from the short plat as well as from two offsite basins to determine the flows and capacity of the downstream pipes. Figure IV-1 is a downstream node layout (from page 4-5 of the original report). CB #0 is the point of connection from the private conveyance to the public MS4 and is located in 75 1h Place W. For the purposes of this calculation, only the pipes between the project site and the outfall will be analyzed (Pipes EX #0-9). The original drainage report included a summary table of the downstream pipes on page 4-21 with the pipe sizes, flows through the pipes, and flow capacity. The table has been updated below in this report to reflect the impact of the additional impervious surfaces. The additional 0.026 cfs was added to each flow and the new ratio was calculated. The additional flow has a negligible effect on the capacity of the pipes (less than 1%). The most constrained pipe is EX #8 located near the outfall, which is at 51% capacity. CM 250 4th Avenue South, Suite 200 Edmonds, WA 98020 rENGINCEERING ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section IV, Page 3 Appendix 4-A Downstream Node Layout EX (0 $7 excun WCONS 'tXCO#4 -V .XCOS) rXf) tX CBS? Ovt Ian ID + 17) lXfl fX do St Ix It Ox off txCiialt Figure IV-1 Downstream Node Layout (LDC, 2014) 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ,ENGINEERING ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section IV, Page 4 Table IV-1 Downstream Conveyance Capacity Calculation Reach ID Area (ac) Previous Flow (cfs) New Flow (cfs) Full Q (cfs) Previous Full Ratio New Full Ratio Size EX #7 2.02 0.4347 0.4611 27.2534 0.02 0.02 12" Diam EX #6 2.02 0.4347 0.4611 5.0521 0.09 0.09 12" Diam EX #5 2.02 0.4347 10.4611 12.731 0.03 0.04 12" Diam EX #4 2.02 0.4347 0.4611 25.2306 0.02 0.02 12" Diam EX #3 2.02 0.4347 0.4611 14.1324 0.03 0.03 12" Diam EX #2 2.02 0,4347 0.4611 23.8041 0.02 0.02 12" Diam EX #1 2.02 0.4347 0.4611 5.0521 0.09 0.09 12" Diam EX #0 16.6 3.8606 3.8870 19.0245 0.20 0.20 12" Diam EX #8 14.6 3.8606 3.8870 7.5952 0.51 0.51 18" Diam EX #9 14.6 3.8606 3.8870 33.307 0.12 0.12 18" Diam 250 4th Avenue South, Suite 200 -0- CM Edmonds, WA 98020 ENGINEERING ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section IV, Page 5 WWHM2012 Additional Flow Calculation WWHM2012 PROJECT REPORT Project Name: Sharma Residence Capacity Calc 8.13.18 Site Name: Sharma Residence Site Address: 15712 72nd Ave W city : Edmonds Report Date: 8/13/2018 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2017/04/14 Version : 4.2.13 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE (To find the 50-year peak runoff from an additional 0.03 ac (1,306 sf) converted from lawn to impervious, Predeveloped Land Use is modeled as Lawn, A/B, Moderate slope and Mitigated Land Use is modeled as Driveway, Moderate slope.) Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod .03 Pervious Total 0.03 Impervious Land Use acre Impervious Total 0 Basin Total 0.03 Element Flows To: Surface Interflow e') 4M ENGINLEERING Groundwater 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report August 21, 2018 Section IV, Page 6 MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total Impervious Land Use DRIVEWAYS MOD Impervious Total Basin Total Element Flows To: Surface acre 0.03 0.03 0.03 Interflow ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious A-rea:0.03 Total Impervious A-rea:O Mitigated Landuse Totals for POC #1 Total Pervious A-rea:O Total Impervious A-rea:0.03 Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000021 5 year 0.000024 10 year 0.000026 25 year 0.000027 50 year 0.000028 100 year 0.000029 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.011921 5 year 0.016048 10 year 0.019055 25 year 0.023178 4M 0 ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com Sharma Residence 18044.20 Drainage Report 50 year 100 year 0.026491 0.03002 ADDITIONAL 50-YEAR FLOW: 0.026491 - 0.000028 = 0.02646 CFS Per1nd and Imp1nd Changes No changes have been made. August 21, 2018 Section IV, Page 7 This program and accompanying documentation. are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their autborized representatives have been advised of the possibility of such damages. Software Copyright 0 by Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Section V -- Construction Stormwater Pollution Prevention Sharma Residence 18044.20 August 21, 2018 Drainage Report Section V, Page 1 Section V — Construction Stormwater Pollution Prevention Section V Summar Narrative Erosion control details are provided consistent with the Edmonds Stormwater Addendum and the DOE Manual. Erosion control plan sheets are provided in full size as a part of the civil drawing set. A Construction SWPPP is not required by the Department of Ecology because the site is under one acre (the land -disturbing activity threshold which requires the completion of their SWPPP document and Construction Stormwater General Permit). The elements for construction pollution prevention are discussed as follows: Element 1: Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Clearing limits will be to the extents of necessary land disturbance for the new building and associated parking area and walkways. The BMPs relevant to marking the clearing limits that will be applied for this project include: High Visibility Plastic or Metal Fence (BMP C103) Element 2: Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yetwhere necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads. The existing entrance to the site may be used as a stabilized construction entrance and expanded to the 15' minimum as necessary: Stabilized Construction Entrance (BMP C105) Element 3: Control Flow Rates The site is small enough that a silt fence used for Element 4 may be used to control flow rates. Element 4: Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged. Silt fence will be installed along the west, north, and south edges of the site and can be seen on the Temporary Erosion Control Plan, C2.1. Pollution prevention facilities on the erosion control plan must be constructed prior to or in conjunction with all clearing and grading to ensure that the transport of sediment to surface waters and adjacent properties is minimized. The specific BMPs to be used for controlling sediment on this project include: 250 4th Avenue South, Suite 200 Edmonds, WA 98020 eNGiNkRING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report Silt Fence (BMP C233) Wattles (BMP C235) Element 5: Stabilize Soils August 21, 2018 Section V, Page 2 Leave existing ground cover undisturbed to the maximum extent feasible. Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion: • During the dry season (May 1 — September 30): 7 days • During the wet season (October 1 — April 30): 2 days The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Nets and Blankets (BMP C122) Plastic Covering (BMP C123) Sodding (BMP C124) Topsoiling/Composting (BMP C125) Surface Roughening (BMP C130) Dust Control (BMP C140) Element 6: Protect Slopes The site is mapped as an Erosion Hazard Area by the City due to the steep slopes (30% average). Existing ground cover should be left undisturbed to the maximum extent feasible. Exposed slopes shall be stabilized with BMPs found in Element 5. The existing slope on the western half of the site will be protected from increased flow rates and sedimentation from the BMPs found in Element 4. Element 7: Protect Drain Inlets Drain inlets adjacent to the site and those macle operable on -site will be protected from sedimentation. Stormwater shall not enter the conveyance system without first being filtered or treated to remove sediment. Inlet protection devices shall be cleaned or removed and replaced when sediment has filled one-third of the available storage (or as specified by the manufacturer). The specific BMPs to be used for protecting drain inlets are: Storm Drain Inlet Protection (BMP C220) 250 4th Avenue South, Suite 200 Edmonds, WA 98020 CENGIN RING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 August 21, 2018 Drainage Report Section V, Page 3 Element 8: Stabilize Channels and Outlets Conveyance channels are not located on or in the immediate vicinity of the site. Element 9: Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The suggested BMPs are: Concrete Handling (BMP C151) Sawcutting and Surfacing Pollution Prevention (BMP C152) Material Delivery, Storage and Containment (BMP C153) Element 10: Control Dewatering De -watering is not anticipated. Element 11: Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Element 12: Manage the Project Phase development projects to the maximum degree practicable and consider seasonal work limits. Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections -and monitoring in accordance with the Construction Stormwater General Permit or local plan approval authority. Maintain an Updated Construction SWPPP - This SWPPP shall be retained on -site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Element 13: Protect Low Impact Development BMPs N/A — All infiltration and dispersion BMPs were found to be infeasible. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 1ENCON96RINCi ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Section VI — Special Reports and/or Studies Sharma Residence 18044.20 Drainage Report August 21, 2018 Section VI, Page 1 Section V1 — Special Reports and/or Studies Section VI Summary: Norrative The following reports are included in this section: 1. Geotechnical Engineering Study by Geotech Consultants, Inc, dated January,25, 2018. 4M 250 4th Avenue South, Suite 200 0- Edmonds, WA 98020 IENGINC-ERING ph. 425.778.8500 1 f. 42S.778.5536 I www.cgengineering.com CYEOTIECTI CONSULTANTS,. INC- Amit Sharma 1737A Northwest 60th Street Seattle, Washington 98107 via email.- amit.sharma@docusign.com Subject: Geotechnical Engineering Study Proposed Single -Family Residence 15712 — 72nd Avenue West Edmonds, Washington 2401 10th Ave E SeaWc�,Washitigton 98101 (425) 747-5618 January 25, 2018 JN 18021 Our firm has prepared a geotechnical engineering study for the proposed Meadowview Estates short -plat project dated October 9, 2013. The proposed single-family residence that is under consideration in this report is on a lot located in the northeastern corner of the short -plat. This report relies on the information contained in the study for the short -plat property, and provides geotechnical engineering design parameters for the new residence proposed on the subject lot. We understand that a residence is proposed in the upper, eastern portion of the site, adjacent to the west side of 72nd Avenue West. The lot slopes gently to moderately down to the west from the street. It appears that the residence will have a main level near the street grade, and a basement level that daylights to the west. We understand that some retaining walls are proposed on the lot outside of the residence, likely on the more western, downslope portion. If the scope of the project changes from, what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. S/TE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in the Meadowdale area of Edmonds. The subject lot is adjacent to -the western, downslope edge of 72nd Avenue West. The site is mostly undeveloped, forested, and slopes gently to moderately downward to the west/southwest. However, an approximate 50 percent slope was graded 'On the western edge of the lot in the last few years in order to install a street within the Meadowdale Estates short -plat property; the paved street is now located at the base of this graded slope. This slope is covered with grass. We made a recent site visit, and we did not observe any indications of instability of the graded slope of natural slopes on the site. el Per ECDC 23.80.020A based on soil conditions, any slope on the site that is greater than 15 e percent is considered an Erosion Hazard Area. There are several areas that are steeper than 15 percent on the site. The only area on the site that is greater than 40 percent is on the western edge e where the street excavation was made as noted above. However, per ECDC 23.80.020.13, these slope is considered to be a Landslide Hazard Area. GEOTIECH CONSULTANTS, INC. Sharma January 25, 2018 SUBSURFACE JN 18021 Page 2 Several test pits and test borings were done on throughout the short -plat property in prior to our 2013 study. Two test pits were excavated on the subject lot, while a thir�d test pit was just to the west. In addition, a test boring was just southwest of the lot. The approximate locations of these explorations, which were known as Test Pits 5, 6, and 7, and Test Boring 3, are shown on the Site Exploration Plan, Plate 1. The logs of these previous test pits and boring are attached to this report. The soil revealed in the upper portion of, these explorations is native sand, with the first 2 to 3 feet being loose to medium -dense. Then the Sand became dense —which was revealed to the bottom of the test pit of approximately 5 feet. In the nearby test boring, this dense sand was underlain at approximately 8 feet by medium -dense silty sand. At a depth of approximately 24 feet, again dense sand was revealed. The test boring was drilled to a maximum explored depth of approximately 26.5 feet. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested, Where If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test pit and boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. Several test pits and borings were conducted on the short -plat property as noted in our 2013 study, with several on or near the subject lot. These explorations encountered dense sand soils at shallow depths. These soils are very competent for supporting building loads, and thus conventional footings that bear on this competent soil can be used as the foundation of the new residence. These soils also have high shear strength against slope instability. We understand that in addition to the residence, retaining walls are proposed on the site in order to provide some level areas on the site. The onsite sand soils are also very suitable to support the new retaining walls. Based on ECDC 23.80.070.A.2, "buffer requirements shall be ... consistent with recommendations provided in the geotechnical report to elirninate or minimize the risk of property damage, death, or injury resulting from landslides caused in whole or part by activities within the buffer area, based upon review of and concurrence with a critical areas report prepared by a qualified professional". It is our professional opinion that no buffers are needed because: 1) most of the site slopes are less than 30 percent, the western slope that is about 50 percent was graded as part of the Meadowdale Estates development, and 3) the site soils are very competent at shallow depth. An "alteration" is needed per Edmonds Code for this project because of the lack of buffers (noted above) and because development is proposed on Erosion and Landslide Hazard Areas on the site. GEOTECH CONSULTANTS. INC. Sharma J N 18021 January 25, 2018 Page 3 Based on ECDC-23.80.060A, an alteration to a Landslide Hazard Area and associated buffer may occur for activities that: 1 . Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas; 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. In addition, ECDC 23.80.070.A.3 indicates that alterations of a Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: 1 . The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; 2 * The development will not decrease slope stability on adjacent properties; and 3. Such alterations will not adversely impact other critical areas. It is our professional opinion the alteration is appropriate because all of these criteria] is met, provided the recommendations in this report are followed and the stormwater from the site is connected to the stormwater system of Meadowdale Estates (as is planned). We strongly believe that this development can be done safe and development will be as stable as the current conditions. It will not affect adjacent properties from a geotechnical engineering standpoint. As noted earlier, the area on the site are considered Erosion Hazard Areas per the ECDC. However, we point out that potential erosion hazards on sites such as this only occur only during construction when the existing vegetation is removed and prior to placing buildings, and hardscaping and landscaping features. Thus, during construction, erosion control measures are needed to mitigate the potential for erosion. For this project, we recommend that a silt fence will be needed around the downslope sides of any cleared areas. Existing ground cover should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping oran impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing thrOLIgh concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or GEOTECH CONSULTANTS, INC. e e e e Sharma JN 18021 January 25, 2018 Page 4 mechanical, to prevent a buildup of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the 'final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident (luring the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this -study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS in accordance with the International Building Code (IBC), the site class within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Soil Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S5) and 1.0 second period (SI) equals 1.33g and 0.52g, respectively. The site soils are not susceptible to seismic liquefaction during a large earthquake because of their dense nature and/or the absence of near -surface groundwater. CONVENTIONAL FOUNDATIONS The proposed residence and the retaininc g walls can be supported on conventional continuous and spread footings bearing on undisturbed, dense, native sand soil or medium -dense silty sand revealed below the dense sand. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on the competent native sand Soils. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil will be about one-half inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load. GEOTECH CONSULTANTS, INC- Sharma JN 18021 January 25, 2018 Page 5 Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by. level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: ULTEVIATE VALUE Coefficient of Friction 0.50 Passive Earth Pressure 300 pcf Where: pCf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the Equivalent Fluid Density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: PARAMEM Active Earth Pressure VALUE 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.50 Soil Unit Weight 130 pef Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the Equivalent Fluid Pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where Sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls GEOTECH CONSULTANTS, INC. Sharma January 25, 2018 JN 18021 Page 6 constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above-recom mended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent If the native sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systerns are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the a bove-recom mended design earth pressures to be appropr�late. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. GEOTECH CONSULTANTS, INC. Sharma January 25, 2018 JN 18021 Page 7 The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the wallsAs not acceptable. This typically includes limiting cold -joints and wall penetrations and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated constructi - on and subsurface conditions. Applyinga thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a buildup of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design or minimizing the poter-Aial for infestations of mold and mildew are desired. Is The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of. groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE e The building floors can be constructed as slabs -on -grade atop firm, native, non -organic sand or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. 4D 4D Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause e imperfections or damage to the slab, orsimply allow excessive water vapor into the space above 4D the slab, All interior slabs -on -grade should be underlain by a Capillary break drainage layer consisting of a minimum 4-inch thickness, of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No.4 sieve) of no more than 10 percent. Flea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6-mil plastic sheeting have been used in the past but are now recommending a minimum 10-mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the Slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in 0 GEOTECH CONSULTANTS, INC. e Sharma JN 18021 January 25, 2018 Page 8 e e accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its -placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier retarder. Therefore, if there is a potential that the protection/blotter- material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter mailerial, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or G-3ranular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The Genera4 Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCA VA TIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1: 1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above-recom mended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction af foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plasfic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. GEOTECH CONSULTANTS, INC. Sharma January 25, 2018 JN 18021 Page 9 All permanent cuts into native soil should be inclined no slopes should also not be constructed with an inclination potential for shallow sloughing, fill must be Compacted to accomplished by overbuilding the Compacted fill and then Adequate compaction of the slope face is important for prevent excessive settlement of patios, slabs, foundation placed near the edge of the slope. steeper than 2:1 (H:V). Compacted fill greater than 2:1 (H:V). To reduce the the face of these slopes. This can be trimming it back to its final inclination. long-term stability and is necessary to s, or other improvements that may be Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS e Footing drains should be used where: (1) Crawl spaces or basements will be below a structure; (2) 45 A slab is below the outside grade; or, (3) The outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system, See Plate 2 for other recommendations regarding subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up an top of the vapor retarder. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should riot be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the residence should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tight lined to a suitable outfall located away from any slopes. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. The onsite sand soils can be used as structural fill provided they do contain organics and are in a moist condition. GEOTECH CONSULTANTS, INC. Sharma A 18021 January 25, 2018 Page 10 Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used:, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. Fills placed on sloping ground should be keyed into the competent soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the competent soils. The following table presents recommended relative compactions for structural fill: Beneath footings, Slabs 95% or walkways I Filled slopes and behind 90% retainina walls I 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). LIMiTATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our explorations and assume that the soil and groundwater conditions encountered in earlier explorations on and near the subject site are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in explorations. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Amit Sharma and his representatives for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our Understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page 11 assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADL)ITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report and to provide suggestions for design changes in the event subsurface conditions differ from tho�e anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your represeritatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. We trust that this letter meets your immediate needs for the proposed development. Please contact us if we can be of further service. Respectfully submitted, GEOTECH CONSULTANTS, INC. 0'1/25/18 D. Robert Ward, P.E. Principal Attachments: Site Exploration — Plate 1 Footing Drain Detail — Plate 2 2013 Test Pits and Boring Logs DRW:kg GEOTECH CONSULTANTS, INC. . . . . . . . . . . 7-m 34 ... . ....... IN, WN by NJ, dr 'Poe, W. CL X15, PM Ls;:. vt . . . ... ..... " apr I 4� CL a) �: o a) cu U) a) 0 z > < co PLO c 0 c\i E -0 w CD co c te tl,. f, t, Slope backfill away from foundation. Provide surface drains where necessary. Tightline Roof Drain (Do not connect to: footing drain) Backfill (See text for requirements) Washed Rock (7/8" min. size) HUM Nonwoven Geotextile Filter Fabric - Possible Slab C 'o C) �Oc: 0 .0 .0,7 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab- considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 15712 - 72nd Avenue West Edmonds, Washington Job No: Date: 1 Plate: 18021 January20181 1 2 5 10 5 10 e o\�e"\e cci TEST PIT 5 Topsoil over; Description Brown, slightly silty, gravelly SAND, few organics, loose to moist -becomes mostly gray, no organics, moist, dense • Test Pit terminated at: 4.0 feet on July 3, 2013. • No groundwater seepage was observed during excavation. • No caving observed (luring excavation. C)s /\00 TEST PIT 6 Description Gray, very gravelly SAND, coarse grained, medium dense -becomes dense • Test Pit terminated at 3.0 feet on July 3, 2013. • No groundwater seepage was observed during excavation., • No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by., 13245 1 July 2013 1 DRWIP/ate: 5j 5 10 TEST PIT 7 'o� o CP Description Topsoil over; Brown, slightly silty, gravelly SAND with organics, loose to medium dense -becomes dense, more gray, no organics • Test Pit terminated at 4.0 feet on July 3, 2013. • No groundwater seepage was observed during excavation. • No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by. Plate: 13245 1 July 2013 1 MA/ 1 :6] e e e e e e e e e e e e e e e e e e e e e �Y 5 1 50/411 2 24 BORING I Brown/mottled, silty, SAND'with-graviel, -lens of silt Brown, gravelly SAND, some silt,'come-gained,-wet, dense - Gray, silty SAND, very fine-grained, wet,.ffiediurn-dense �bacomes less -silty, moist 3 25 :SM T -becomes wet 20 -lens Of Silt 4 20 X 25 Gray SAND, medium -grained, moist, dense 5 53 30 Test boring was terminated at 26.5 feet below grade on 1-18-97, Groundwater seepage was'encountered at 3' during drilling. 35 - .. r—_ - _ __ - ... -, - .. - -1 .- - - - - __. _ . ..... ......... 40 GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMOND,'� WA Job,Vo: Date., Loggedby., P/ars: 13245 JAN Y997 Section VII — Other Permits Sharma Residence 18044.20 Drainage Report Section VII — Other Permits Section VII Summary: Narrative This project will not require permits beyond those required from the City of Edmonds. August 21, 2018 Section VII, Page 1 250 4th Avenue South, Suite 200 Edmonds, WA 98020 rENGINkRING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Section VIII -- Operation and Maintenance Manual Sharma Residence 18044.20 Drainage Report August 21, 2018 Section VIII, Page 1 Section Vill — Operation and Maintenance Manual Section Vill Summary: Narrative The Operation and Maintenance Manual is a standalone document that will be given to the homeowner following the construction of the project. The contractor will be responsible for the maintenance and operation of all stormwater structures and BMPs requiring maintenance during construction and, after construction, responsibility will pass to the homeowner. Upon request by the City of Edmonds, it shall be made available for their inspection. It is generally expected that few to none of these defects will be present upon the yearly inspection of each facility. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 1ENGINCEERING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report Sh�irma Residence 15712 72nd Ave W Edmonds, WA 98026 OPERATION AND MAINTENANCE MANUAL Date: August 2018 August 21, 2018 Section V111, Page 2 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENoINE-EIRING ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 August 21, 2018 Drainage Report Section Vill, Page 3 Operation and Maintenance Manual This Operation and Maintenance Manual has been created for Sharma Residence, a new single-family residence on a 0.52 ac lot located at 15712 72 d Ave W, Edmonds, WA 98026. The proposed stormwater management system consists of conveyance pipes and catch basins that collect roof and yard runoff and route it to a downstream conveyance system within the access and utility easement recorded with the existing short plat. Included in this Operation and Maintenance Manual is an 11" x 1.7" grading and drainage plan sheet showing the locations of the infiltration system and catch basins. Please note that this map is generated during the design phase. and may not reflect all changes made in permitting and construction. CG Engineering may be contacted for an updated copy of this map once the as -built drawings are completed for the site. The contractor will be responsible for the maintenance and operation of all stormwater structures and BIVIPs requiring maintenance during construction and, after construction, responsibility will pass to the homeowner. Included in this manual are maintenance sheets taken from the 2014 Stormwater Management Manual for Western Washington. Maintenance sheets are included for the following facilities/activities: Catch Basins: Concrete structures with steel grates that collect stormwater runoff from the site and act as junctions for storm conveyance pipes. See "No. 5" for maintenance. Vegetation Management: Landscaping can include grading, soil transfer, vegetation removal, pesticide and fertilizer applications, and watering. Stormwater contaminants include toxic organic compounds, heavy metals, oils, total suspended solids, coliform bacteria, fertilizers, and pesticides. Facilities shall be inspected for defects listed in the following facility sheets. Most maintenance tasks are generally reactionary to a defect being found, rather than a matter of constant upkeep. It is generally expected that few to none of these defects will be present upon the yearly inspection of each facility. The facility sheets list the potential conditions warranting maintenance and the expected result following any mainter,ance. Several engineer's notes for specific tasks are provided within the facility sheets. Unless otherwise noted on the facility sheets the maintenance tasks should be performed on an "as needed" basis: (a) When the described defect is visible to whomever performs the yearly inspection, (b) Should any defect become apparent between inspections. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 1ENGINCEEFUNG ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com Sharma Residence 18044.20 Drainage Report SAMPLE ACTIVITY LOG August 21, 2018 Section V111, Page 4 T V T L LIN x NTENANCEPERFORMED -ZA t�' --fit-MUL 250 4th Avenue South, Suite 200 r) 4M Edmonds, WA 98020 rENGIN&RIM ph. 425.778.8500 1 f. 425.778.5536 1 www.cgengineering.com No. 5 — Catch Basins Maintenance Defect Conditions; When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by cat&). basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 113 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the Catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (intent is to make sure no material is running into basin). Frame not sifting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firimly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracksin unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Volume V— Runoff Treatment BMPs — December 2014 4-38 No. 5 — Catch Basins Maintenance Defect Conditions; When Maintenance is Needed Results Expected When Component Maintenance is performed Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (if Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. Volume V— Runoff Treatment BMPs — December 2014 4-39 S411 BMPs for Landscaping and Lawn/ Vegetation Management Description of Pollutant Sources: Landscaping can include grading, soil transfer, vegetation removal, pesticide and fertilizer applications, and watering. Stormwater contaminants include toxic organic compounds, heavy metals, oils, total suspended solids, coliform bacteria, fertilizers, and pesticides. Lawn and vegetation management can include control of objectionable weeds, insects, mold, bacteria, and other pests with pesticides. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; sap stain and insect control on lumber and logs; rooftop moss removal; killing nuisance rodents; fungicide application to patio decks, and residential lawn/plant care. It is possible to Volume IV - Source Control BMPs — December 2014 2-21 release toxic pesticides such as pentachlorophenol, carbarnates, and organometallics to the environment by leaching and dripping from treated parts, container leaks, product misuse, and outside storage of pesticide contaminated materials and equipment. Poor management of the vegetation and poor application of pesticides or fertilizers can cause appreciable stormwater contamination. Pollutant Control Approach: Control of fertilizer and pesticide applications, soil erosion, and site debris to prevent contamination of stormwater. Develop and implement an Integrated Pest Management Plan (IPM) and use pesticides only as a last resort. Carefully apply pesticides/ herbicides, in accordance with label instructions. Maintain appropriate vegetation, with proper fertilizer application where practicable, to control erosion and the discharge of stormwater pollutants. Where practicable grow plant species appropriate for the site, or adjust the soil properties of the subject site to grow desired plant species. Applicable Operational BMPs for Landscaping: • Install engineered soil/landscape systems to improve the infiltration and regulation of stormwater in landscaped areas. • Do not dispose of collected vegetation into waterways or storm sewer systems. Recommended Additional Operational BMPs for Landscaping: • Conduct mulch -mowing whenever practicable • Dispose of grass clippings, leaves, sticks, or other collected vegetation, by composting, if feasible. • Use mulch or other erosion control measures on soils exposed for more than one week during the dry season or two days during the rainy season. • Store and maintain appropriate oil and chemical spill cleanup materials in readily accessible locations when using oil or other chemicals. Ensure that employees are familiar with proper spill cleanup procedures. • Till fertilizers into the soil rather than dumping or broadcasting onto the surface. Determine the proper fertilizer application rate for the types of soil and vegetation encountered. • Till a topsoil mix or composted organic material into the soil to create a well -mixed transition layer that encourages deeper root systems and drought -resistant plants. • Use manual and/or mechanical methods of vegetation removal rather than applying herbicides, where practical. Volume IV - Source Control BMPs — December 2014 2-22 Applicable Operational BMPs for the Use of Pesticides: e 0 Develop and implement an IPM (See section on IPM in Applicable e perational BIWTs f 0 or Vegetation Manggement) and use pesticides only as a last resort. e 0 Implement a pesticide -use plan and include at a minimum: a list of e selected pesticides and their specific uses; brands, fbrmulations, e application methods and quantities to be used; equipment use and le maintenance procedures; safety, storage, and disposal methods; and e monitoring, record keeping, and public notice procedures. All procedures shall conform to the requirements of Chapter 17.21 RCW e and Chapter 16-228 WAC (Appendix IV-D R.7). e Choose the least toxic pesticide available that is capable of reducing the infestation to acceptable levels. The pesticide should readily degrade in the environment and/or have properties that strongly bind it to the soil. Conduct any pest control activity at the life stage when the pest is most vulnerable. For example, if it is necessary to use a Bacillus thuringiens application to control tent caterpillars, apply it to the material before the caterpillars cocoon or it will be ineffective. Any e method used should be site -specific and not used wholesale over a wide area. Apply the pesticide according to label directions. Do not apply pesticides in quantities that exceed manufacturer's instructions. Mix the pesticides and clean the application equipment in an area where accidental spills will not enter surface or ground waters, and will not contaminate the soil. 15 a Store pesticides in enclosed areas or in covered impervious le containment. Do not discharge pesticide contaminated stormwater or 15 spills/leaks of pesticides to storm sewers. Do not hose down the paved areas to a storm sewer or conveyance ditch. Store and maintain e appropriate spill cleanup materials in a location known to all. near the le storage area. le 0 Clean up any spilled pesticides. Keep pesticide contaminated waste e materials in designated covered and contained areas. e 0 The pesticide application equipment must be capable of immediate e shutoff in the event of an emergency. e 0 Spraying pesticides within 100 feet of open waters including wetlands, ponds, and rivers, streams, creeks, sloughs and any drainage ditch or channel that leads to open water may have additional regulatory requirements beyond just following the pesticide product label. e Additional requirements may include: Obtaining a discharge permit from Ecology. e Obtaining a permit from the local jurisdiction. Using an aquatic labeled pesticide. e Volume IV - Source Control BMPs — December 2014 2-23 Flag all sensitive areas including wells, creeks, and wetlands prior to e spraying. e 0 Post notices and delineate the spray area prior to the application, as required by the local jurisdiction or by Ecology. e e 0 Conduct spray applications during weather conditions as specified in the label direction and applicable local and state regulations. Do not e apply during rain or immediately before expected rain. e Recommended Additional Operational BM[Ps for the use of pesticides: e 0 Consider alternatives to the use of pesticides such as covering or e harvesting weeds, substitute vegetative growth, and manual weed e control/moss removal. e 0 Consider the use of soil amendments, such as compost, that are known e to control some common diseases in plants, such as Pythium root rot, ashy stem blight, and parasitic nematodes. The following are three possible mechanisms for disease control by compost addition (USEPA Publication 530-F-9-044): 1. Successful competition for nutrients by antibiotic production; 2. Successful predation against pathogens by beneficial microorganism; and 3. Activation of' disease -resistant genes in plants by composts. Installing an amended soilllandscape system can preserve both the plant system and the soil system more effectively. This type of approach provides a soil/landscape system with adequate depth, permeability, and organic matter to sustain itselfand continue working as an effective stormwater infiltration system and a sustainable nutrient cycle. 0 Once a pesticide is applied, evaluate its effectiveness for possible improvement. Records should be kept showing the effectiveness of the e pesticides considered. e 0 Develop an annual evaluation procedure including a review of the e effectiveness of pesticide applications, impact on buffers and sensitive 15 areas (including potable wells), public concerns, and recent e toxicological information on pesticides used/proposed for use. If individual or public potable wells are located in the proximity of le commercial pesticide applications, contact the regional Ecology hydrogeologist to determine if additional pesticide application control measures are necessary. e Rinseate from equipment cleaning and/or triple -rinsing of pesticide e containers should. be used as product or recycled into product. For more information, contact the Washington State University (WSU) Extension Home -Assist Program, (253) 445-4556, or Bio-Integral Resource Center (BIRC), P.O. Box 7414, Berkeley, CA.94707, or EPA to Volume IV - Source Control BMPs — December 2014 2-24 e obtain a publication entitled "Suspended, Canceled, and Restricted Pesticides " which lists all restrictedpesticides and the.�pecifllc uses that are allowed. Applicable Operational BMPs for Vegetation Management: Use at least an eight -inch "topsoil" layer with at least 8 percent organic matter to provide a sufficient vegetation -growing medium. Amending existing landscapes and turf systems by increasing the percent organic matter and depth of topsoil can substantially improve the permeability of the soil, the disease and drought resistance of the vegetation, and reduce fertilizer demand. This reduces the demand for fertilizers, herbicides, and pesticides. Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2 and 10 percent of its total nitrogen annuall, , and this release corresponds closely to the plant growth cycle. Return natural plant debris and mulch to the soil, to continue recycling nutrients indefinitely. Select the appropriate turfgrass mixture for the climate and soil type. Certain tall fescues and rye grasses resist insect attack because the symbiotic endophytic fungi found naturally in their tissues repel or kill common leaf and stem -eating lawn insects. However, they do not, repel root -feeding lawn pests such as Crane Fly larvae, and are toxic to ruminants such as cattle and sheep. The fungus causes no known adverse effects to the host plant or to humans. Endophytic grasses are commercially available; use them in areas such as parks or golf courses where grazing does not occur. Local agricultural or gardening resources such as Washington State University Extension office can offer advice on which types of grass are best suited to the area and soil type. Use the following seeding and planting BMPs, or equivalent BMPs to obtain information on grass mixtures, temporary and permanent seeding procedures, maintenance of a recently planted area, and fertilizer application rates: Temporary and Permanent Seeding, Mulching, Plastic Covering, and Sodding as described in Volume II. Adjusting the soil properties of the subject site can assist in selection of desired plant species. For example, design a constructed wetland to resist the invasion of reed canary grass by layering specific strata of organic matters (e.g., composted forest product residuals) and creating a mildly acidic pH and carbon -rich soil medium. Consult a soil restoration specialist for site -specific conditions. (t 0 Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Conduct aeration while the grasses in the lawn are growing most vigorously. Remove layers of thatch greater than 1/4-inch deep. Volume IV - Source Control BMPs — December 2014 2-25 Mowing is a stress -creating activity for turfgrass. Grass decreases its productivity when mown too short and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more disease prone and more reliant on outside means such as pesticides, fertilizers, and irrigation to remain healthy. Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally mowing only 1/3 of the grass blade height will prevent stressing the turf. Irrigation: The depth from which a plant normally extracts water depends on the rooting depth of the plant. Appropriately irrigated lawn grasses normally root in the top 6 to 12 inches of soil; lawns irrigated on a daily basis often root only in the top I inch of soil. Improper irrigation can encourage pest problems, leach nutrients, and make a lawn completely dependent on artificial watering. The amount of water applied depends on the normal rooting depth of the turfgrass species used, the available water holding capacity of the soil, and the efficiency of the irrigation system. Consult with the local water utility, Conservation District, or Cooperative Extension office to help determine optimum irrigation practices. Fertilizer Management: Turfgrass is most responsive to nitrogen fertilization, followed by potassium and phosphorus. Fertilization needs vary by site depending on plant, soil, and climatic conditions. Evaluation of soil nutrient levels through regular testing ensures the best possible efficiency and economy of fertilization. For details on soils testing, contact the local Conservation District, a soils testing professional, or a Washington State University.Extension office. Apply fertilizers in amounts appropriate for the target vegetation and at the time of year that minimizes losses to surface and ground waters. Do not fertilize when the soil is dry. Alternatively, do not apply fertilizers within three days prior to predicted rainfall. The longer the period between fertilizer application and either rainfall or irrigation, the less fertilizer runoff occurs. Use slow release fertilizers such as methylene urea, IDBU, or resin coated fertilizers when appropriate, generally in the spring. Use of slow release fertilizers is especially important in areas with sandy or gravelly soils. Time the fertilizer application to periods of maximum plant uptake. Ecology generall, recommends application in the fall and spring, .Y although Washington State University turf specialists recommend four fertilizer applications per year. Volume IV - Source Control BMPs — December 2014 2-26 Properly trained persons should apply all fertilizers. Apply no fertilizer at commercial arid industrial facilities, to grass swales, filter strips, or buffer areas that drain to sensitive water bodies unless approved by the local jurisdiction. Integrated Pest Management An IPM program might consist of the following steps: Step 1: Correctly identify problem pests and understand their life cycle Step 2: Establish tolerance thresholds for pests. Step 3: Monitor to detect and prevent pest problems. Step 4: Modify the maintenance program to promote healthy plants and discourage pests. Step 5: Use cultural, physical, mechanical or biological controls first if pests exceed the tolerance thresholds. Step 6: Evaluate and. record the effectiveness of the control and modify maintenance practices to support lawn or landscape recovery and prevent recurrence. For an elaboration of these steps, refer to Appendix IV-F. Volume IV - Source Control BMPs — December 2014 2-27 MAINLAND ENGINEERING CORPORATION CITY COPY RESU13 APR 0 9 ?njQ C R Y 6F � 9 �- M-AO", VnOWSE STRUCTURAL CALCULATIONS OF SINGLE FAMILY DWELLING 15712 - 72 AVE. WEST, EDMONDSIWASHINGTON 03--31-19 PRRJEC'fiV0. UR801 City of Edmonds OuRding DePa me I r ALL WO RK SUBJECT =A LL WORK SUBJECT T 0 -STL 0 FIELD CTI C INSPECTION FOR t3 -4- r% C 0 COMPL cqQ A ODE COMPLIANCE u P EEPARED BY - MAINLAND ENGINEERING CORPORATION SUITE 204 7795 128TH STREET MAPAALFY B.C. V3W 4E6 3-8044, PAX (604) 543-8104 APPRav-1flu, PLAIFRAN m^"= "c% v a-% IMF I IN- I—H �ww wwa 1%w%a WNW a0la -1101 014 JOBsuSJTETH STREET SURREY, B.C. V3W 4E6 �Vptclll 0 MAINLAND ENGINEERING CORPORATION INDEX NO PARTICULARS CONTENTS PAGE I LOAD CALCULATIONS 1 2 BEAM CALCULATIONS B-1 TO B-36 2 to 37 3 HEADER CALCULATIONS H-1 TO H-2 38 to 39 4 FLOOR AND ROOF JOIST CALCULATIONS Jl TOJ4, Rl TO R3 40 to 46 5 BUILDING LATERAL ANALYSIS SEISMIC ANALYSIS 47 to 50 1 WINDANALYSIS 51 6 LATERAL ANLYSIS SHEETS FOR ROOF,UPPER FLOOR AND MAIN FLOOR 52 to 57 7 WALL LOAD CALCULATIONS 58 8 APPENDIX A TO E 59 to 63 9 RETAINING WALL DESIGN 4 FEET, 6 FEET, 8 FEET AND 10 FEET 64 to 75 10 IMOMENT FRAME CALCULATIONS SIMPSON SMFX1 01 2-193xl 17-L STRONG FRAME 76 to 82 11 LATERAL FORCE RESISTING SYSTEM CALCULATION ALONG GRID LINE #A 83 to 89 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 I s MAINLAND ENGINEERING CORPORATION Project: SINGLE FAMILY DWELLING Sheet 11 Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: 117-19 Date: 23-Jan-19 By: IBS lChk: JAB LOAD SHEET PER 2015 IBC (TABLE-1607.1) FLOOR LOAD IN PSF 1-112" CONC TOPPING 18.00 BUILD UP 1.00 SHEATHING (3/4") 1.50 FLOOR JOIST 2.00 CEILING: HARD 2.00 MECH & ELECT 1.00 INSULATION: RIGID 0.00 PARTITION 10.00 misc. 0.50 TOTAL D.L. 36.00 LIVE LOAD (L.L.)" 40.00 TOTALLOAD 76.00 " LIVE LOAD (STAIRS AND EXIT WAYS) 100 PSF ROOF LOAD IN PSF BUILD UP/ROOFING 2.50 SHEATHING (1/2") 1.75 FLAT ROOF JOIST@16" O.C. 5.00 CEILING JOISTS 1.80 DRYWALL 2.20 INSULATION 1.00 misc. 3.75 FUTURE SOLAR PANELS 0.00 TOTAL D.L. 18.00 LIVE LOAD (L.L.) 20.00 SNOW LOAD (S.L) 25.00 TIMBER: WEST COAST USING DOUGLAS FIR SIZE/GRADE Fb (SINGLE/REPITITIVE) Fv (PSI) E (PSI) 2 x NO. 1 1000 95 1700000 4 x NO. 1 1000 95 1700000 6 x NO. 1 1350 85 1600000 PARTITION DEAD LOAD 1/2" GYP. BOARD 4.5 STUD FRAMING 2.0 INSULATION 1.5 misc 2.0 10.0 TOTALLOAD CONCRETE: REINFORCED STEEL: E)CTERIOR WALL DEAD LOAD STUCO 4.0 1/2" PLYWOOD 1.5 STUD FRAMING 2.3 INSULATION 1.5 1/2" GYP. BOARD 2.2 misc 1.0 TOTAL 12.5 FOUNDATIONS AND SLAB ON GRADE 28 DAYS STRENGTH = 3000 PSI INTERMEDIATE GRADE A60 AS PER ASTM 615 ALL BARS EXCEPT #2 SHALL BE DEFORMED WELDED WIRE MESH AS PER ASTM A 185 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 .a FO R T E�� MEMBER REPORT UPPER FLOOR PLAN, B1 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED Overall Length: 14' 1" 0 0 P All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Results Actual @ Location Allowed Result LIDIF Load: Combination (Patterr) -Design Member Reaction (Ibs) 4098 @ 2" 4570 (2.25") Passed (90%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 3323 @ 1'5" 8571 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 13961 @ 6' 111/4" 21832 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.235 @ 7' 1/2" 0.458 Passed (L/701) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.412 @ 7' 1/2" 0.688 Passed (L/401) 1.0 D + 1.0 5 (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 11" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam Is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Its) Accessories To I Available Required Dead Snow Total I - Column - SPF 3.501, 2.25' 2.02" 1782 2377 4159 1 1/4" Rim Board 2 - Column - SPIF 3.50" 2.25" 2.02" 1782 2377 4159 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/,V'3t/o 4!3' 11 N/A 10.3 1 - Uniform (PSF) 0 to 14� I" (Front) 13' 6" 18.0 25.0 Residential - Living Areas Member Notes BEAM OVE DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-parly certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser,com/woodproducts/docunient-librarv. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes <R SHAN KUMAR ,4AlINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:55:53 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 .aFORTE� MEMBER REPORT UPPER FLOOR PLAN, B2 I piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED 0 Overall Length: 26' 10" . . . .. . .................. .... .... ......... . .. .... ........... .... ..... . ...... . .. ........ 26'3* E P All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load., Combination (Pattern) Member Reaction (lbs) 1165 @ 268" 2988 (2.25") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 825 @ 1'5" 6708 Passed (12%) 0.90 1.0 D (All Spans) Pos Moment (Ft-lbs) 6035 @ 13'5" 17086 Passed (35%) 0.90 1.0 D (All Spans) Live Load Delf. (in) 0.180 @ 13'5"_ 0.883 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.842 @ 13'5" 1.325 Passed (L/378) __ 1.0 D + 1.0 S (All Spans) Deflection criteria: UL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 26! 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 26' 9" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 26' 6". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total I - Stud wall - SPF 3.50" 3.50" 1-501, 922 252 1174 Blockling 2 - Stud wall - SIFF 3.50" 2.251, 1.501, 921 252 1173 11/4" Rim Board RIM board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 26' 8 3/4" N/A 10.3 1 - Uniform (PSF) 0 to 26' 10" (Front) 91t 18.0 25.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 26' 10" (Front) N/A 45.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOZ ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design foads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:02 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 - MEMBER REPORT UPPER FLOOR PLAN, B3 FO R T E' 1 piece(s) 3 1/2" x 14" 1.55E TimberStrand@ LSL PASSED Overall Length: 6'7" 0 2' 4' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. J 9 0 Design Resuft Actual @ Location Allowed— Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1372 @ 2' 13/4" 5206 (3.50") Passed (26%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 369 @ 3' 5 1/2" 11646 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -728 @ 2' 13/4" 25116 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 0 0.200 Passed 2L 999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.005 @ 0 0.215 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: U. (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6'6' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 66" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (lbs) Acoessorles Total Availlable Required Dead Snow Total I - Stud wall - SPF 3.50" 3.50" 1.50" 617 755 1372 Blockling 2 - Stud wall - SPF 3.50" 2.25" 1.501, 175 255 430 11/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 5 3/4' N/A 15.3 1 - Uniform (PSF) 0 to 2' 3" (Front) 7' 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2' 1("Fto 6) 7 5' 3" 18.0 25.0 Residential - Living mn' 1 Area Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KAISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:09 AM Forte v5.4, Design Engine: V7. 1. 1.3 UR801.4te Page 1 of 1 - A —ad F 10 R T E` MEMBER REPORT UPPER FLOO17 PLAN, B4 I piece(s) 3 1/8" x 13 1/2" 2,4F-V4 DF Glulam PASSED Overall Length: 14' 1" 0 2' 11'6" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 9 0 Design Results Actual @ Location Allowed Result LDF Load., Combination (pattern) Member Reaction (Ibs) 4149 @ 13'11" 4570 (2.25") Passed (91%) -_ 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 3436 @ 3' 5" 8571 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 11793 @ 8' 2 1/16" 21832 Passed (54%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -1645 @ 2' 13/4" 16829 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.147 @ 8' 3/4" 0.392 Passed (L/960) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.252 @ 8- 15/16" 1 0.589 Passed (L/560) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TIL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14'o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 11' 5 718". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 2' 6 7116". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 3.50" 3.50" 2.89" 2509 3368 5877 Blocking 2 - Column - SPF 3.50" 2.25" 2.04" 1785 1 2438 4223 11/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 113/4' N/A 10.3 1 - Uniform (PSF) 0 to IV 1" (Front) 16 4 1/2" 18.0 25.0 Residential - I-Ning Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:21 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 9 aFORTE� MEMBER REPORT UPPER FLOOR PLAN, B5 1 piece(s) 13/4" x 14" 2.OE Mcrollam@ LVL PASSED Overall Length: 22'4" 0 . . ........... . .. .. . ..... 2' Y Ir 19'6" N All locations are measured from the outside face of left support (or left cantilever end),All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (Ibs) 1292 @ 2' 4 3/4" 2603 (3.50") Passed (50%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 748 @ 3' 8 1/2" 5353 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3102 @ 12' 5 318" 10916 Passed (28%) 0.90 1.0 ID (All Spans) Live Load Defl. (in) 0.078 @ 12' 4 7/8" 0.659 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.364 @ 12'4 1/4" 0.989 Passed (L/652) __ 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TIL (1-1240). Overhang deflection criteria: LL (21-1360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13'8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 3" o/c unless detailed otherwise. Supports Bearing Length Loads to Supports (lbs) Accessones Total Av ilable Required Dead Snow Tota I I - Stud wall - SPIF 3.50" 3.50" 1.74" 842 450 1292 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.50" 648 182 830 1 1/4M Rim Board Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 22' 2 3/4" N/A 7�2 1 - Uniform (PSF) 0 to 2' 9" (Front) 3'9' 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2'9" to 22'4" 9. 18.0 25.0 Residential - Living Front) I I I I Areas (PLF) 2' 9� to 22' 4" N/A I 45.0 I - I Residential - Living I (I Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products Will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor MemberType : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:31 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 aFORT E " MEMBER REPORT UPPER FLOO17 PLAN, B6 1 piece(s) 5 1/8" x 13 1/2" 2'4F-V4 DF Glulam Left cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length: 13'9" 6-3- 13'9� 0 E All locations are measured from the outside face of left support (or left cantilever end).All dimensions are hotrizontal. Design Results Actual . Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 9126 @ 6' 5 1/4" 14991 (4.50") Passed (61%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 4045 @ 79" 14057 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 276 @ 12' 6 1/16" 35805 Passed (1%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -17118 @ 6'5 1/4" 27599 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.173 @ 0 0.429 Passed (2L/896) I -- 11.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.377 @ 0 0.644 Passed 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' 5" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 5" a/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 1, 8 7/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 13' 2 3/16". -432 Itis uplift at support 13' 4 1/2". Strapping or other restraint may be required. The effects of positive or negative camber have not been accounted for when calculating deflection. The specifled glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports Qbi) Accessories Total Available Required Dead snow . Total I - Column Cap - steel 4.50" 4.50" 2.74" 4523 604 9127 Blocking 2 - Hanger on 13 1/2" SPF beam 4.50" Hanger' 1.50" -150 1 1003/-283 1003/433 See note I Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger I See Connector grid below for additional information and/or requirements. FAILED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails -FAcc.-ories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A I Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 4 1/2" N/A 16.8 1 - Uniform (PSF) 0 to 13'9" (Front) T 7 1/2" 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 6' 3" to 13'7" T 18.0 25.0 Residential - Living (Front) Areas 13/16" (Front) N/A 842 450 Linked from: B5, i SuDDort I Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-libraty. product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-3044 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:39 AM Fbrte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of I FO R T E'O' MEMBER REPORT UPPER FLOOR PLAN, B7 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam Left cantilever length exceeds 1/3 member length or 1/2 back span length. This product failed due to an excessive uplift of -1635 lbs at support located at 9' 5". 0 Overall Length: 9'7" 4-9- 43" 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5610 @ 4� 10 3/4" 7109 (3.50") Passed (79%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2465 @ 6' 2" 8571 Passed (29%) 1 .15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 0 @ N/A N/A Passed (N/A) -- N/A Neg Moment (Ft-lbs) -9798 @ 4' 10 31,V' 16829 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.088 @ 0 0.326 Passed (2L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.208 @ 0 -- 0,490 Passed (2L/566) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (1.1360) and TL (L/240). Overhang deflection cHterfa: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise. Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 5". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories I Available Required Dead Snow Total 1 - Column - SPF 3.50" 3.50" 2.76" 3027 2582 5609 Blocking 2 - Column - SPF 3.50" 2.25" 1.501, -924 -711 -1635 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 5 3/4" N/A 10.3 1 - Uniform (PSF) 0 to 9- 7- (Front) 6' 9" 18.0 25.0 Residential - Living Areas 2 - Point (lb) 13/16" (Front) N/A 842 450 Linked from: B5, I I I Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products wifll be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authoCitV having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV cerdfied to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 FAILED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1$11 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:56:49 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of I E- -aF0 R T E�5 MEMBER REPORT UPPER FLOOR PLAN, B8 1 piece(s) 3 1/8" x 13 1/2" 2.4F-V4 DF Glulam PASSED Overall Length: 14'7" 9 Design Resuft Actual @ Location Allowed - Result LIDIF Load: Combination (Pattern) Member Reaction (lbs) 3753 @ 2'7 3/4" 4648 (3.50") Passed (81%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1996 @ 3' 11" 8571 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 6137 @ 8' 10 5/16" 21832 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (R-lbs) -2352 @ 2'7 3/4" 16829 Passed (14%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.079 @ 8' 6 15/16" 0.392 Passed (L/999±LL-- 1.0 D + 1.0 S (Alt Spans) I Total Load Defl. (in) 1 0. 129 @ 8' 7 3/4" 0.589 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) uerection criteria: LL (L/ibu) al I L (L/240). Overhang deflection criteria: U. (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 6" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 11' 13/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 3' 9 13/16". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories I Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 3.50" 3.501, 2.83" 1767 387 1986 4140 Blocking 2 - Stud wall - SPF 350" 2.2S" 1.68" 945 -71 1328 1 22731-71 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00). (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 5 3/4" N/A 10.3 1 - Uniform (PSF) 0 to 14' 7' (Front) 9. 18.0 25.0 Residential - Living Areas Linked from: LVL 2 - Point (11 0 (Front) N/A 201 316 BEAM (PT. 9), Support I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder -or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. . The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEER CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 3/29/2019 12:37:22 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 �,�i FO R T E " MEMBER REPORT UPPER FLOOR PLAN, B9 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED Overall Length: 9'4" 0 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Resutts Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1812 @ 2" 2988 (2.25") Passed (61%) -- 1.0 D + 1 -0 11; (All Spans) Shear (lbs) 1291 @ 1' 5" 8571 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 4022 @ 4' 6 3/4" 21832 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.029 @ 4'8" 0.300 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.051 @ 4'8" 0.450 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9'2" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 2" a/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9'. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 803 1050 1853 11/4" Rim Board 2 - Stud wall - SPIF 3.50" 2.25" 1.50" 803 1050 1853 11/4" Rim Board - RIM Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0,90) (1.15) 0 - Self Weight (PLF) 1 1/,V'to 9'2 3/4" N/A 10.3 _Cornments I - Uniform (PSF) 0 to 9' 4" (Front) 9. 18.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable fares" standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woo(iproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor MemberType : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:57:06 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 1 C F0 R T E'�; MEMBER REPORT UPPER FLOOR PLAN, B10 I piece(s) 3 1/8" x 13 1/2" 24F-V4 DIF Glulam Left cantilever length exceeds 1/3 member length or 1/2 back span length. This product failed due to an excessive uplift of -1271 lbs at support located at 11' 11". Overall Length: 12'1" 0 5'3" 6-3- All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 9 0 Design Results Actual a Location Allowed Result LDIF Load: Combination', (Pattern) Member Reaction (Ibs) 4210 @ 5'4 3/4" 4648 (3.50") Passed (91%) 1.0 ID + 1.0 S (All Spans) Shear (lbs) 2633 @ 4' 11/2" 8571 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 0 @ N/A N/A Passed (N/A) -_ N/A Neg Moment (Ft-lbs) -9030 @ T4 3/4" 16829 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0. 144 @ 0 0.360 Passed (2L/896) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) ____r 0.255 @ 0 0,540 1 Passed (2L/508) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: U. (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TIL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12'o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' o/c unless detafled otherwise. Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 11". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (lbs) A=emrles Total Available Required Dead Sri w Total I - Stud wall - SPF 3.50" 3.50" 3.17" 1868 2343 4211 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.501, -526 -746 -1272 1 1/4�' Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributar y Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 113/4" N/A 10.3 1 - Uniform (PSF) 0 to 2' 3" (Front) 7- 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) TY to 12' V 91, 18.0 25.0 Residential - Living (Front) I I I I reas 2' 3" (Front) N/A I 803 I 1050 I Linked from: B9, I Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-1387 and/or tested in accordance with applicable AS TM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 FAILED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/2312019 2:57:17 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 ilgii-I F 0 R T E � MEMBER REPORT MAIN FLOOR f)LAN, B 11 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam PASSED Overall Length: 27'3 112' 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Resuft A�tual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 9239 @ 27' 11/2- 9872 (2.25") Passed (94%) -_ 1.0 D + 1.0 L (All Spans) Shear (lbs) 8078 @ 2' 21465 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 61496 @ 13' 7 3/4" 66473 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.819 @ 13'9" 0.892 Passed (L/392) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1.341 @ 13'9" 1.337 Passed (L/239) -- , 1.0 D + 1.0 L (All Spans) Deflection criteria: UL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 27' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 27' V o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 26' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available R - equired Dead Floor Live Total 1 - Column - SPIF 6.00" 4.75" 2.14" 3675 5775 9450 11/4" Rim Board 2 - Column - SPIF 3.50" 2.25" 2.11" 3620 5 88 9308 11/4" 111m Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member belng designed. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 11/4" to 27'2 1/4" N/A 29.5 1 - Uniform (PSF) 0 to 27' 3 1/2' 7' 34.0 60.0 Residential - Living (Front) Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser faciffities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTIVI standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyehaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator e System : Floor MemberType : Flush Beam Building Use : Residential Building Code : IBC 2015 Des�ign Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/29/2019 12:38:33 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 Job Notes KRlSHAN KUMAR MAINLAND ENGINEER CONSULTANTS CORPORATION (604) 543-8044 — 12 FO R T E (�' MEMBER REPORT MAIN FLOOR PLAN, B12 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED 0 Overall Length: 14'9" 14' N 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 - Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 10264 @ 3" 10827 (3.25") Passed (95%) �� 1.0 D + 1.0 L (All Spans) Shear (lbs) 8117 @ 1'7 1/2" 13581 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 35833 @ 73 1/4" 38438 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.243 @ T4 1/2" 0.475 Passed (L/703) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.505 @ 74 1/2" 0.712 Passed (L/339) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'7" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available . Required Dead Floor Live Total 1 - Column - SPF 4.50" 3.25" 3.08" 5394 5015 104ag 1114" Rim Board 2 - Column - SPF 4.50" 3.25" 3.08" 5394 5015 10409 1114" Rim Board - Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed - Tributary Dead Floor Live Loads Location (Side) Width (0�90) (1.00) Comments 0 - Self Weight (PLF) 11/4" to 14' 7 31V' N/A 18.7 1 - Uniform (PSF) 0 to 1,V 9" (Front) 10, 34.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 1V 9" (Front) 7' 34.0 40.0 �� Residential - Living I Areas 3 - Uniform (PLF) 0 to 1V 9" (Front) N/A 135.0 I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products Will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authoCity having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTIM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:57:35 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 Jq aFORTE� MEMBER REPORT MAIN FLOOR PLAN, B 13 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED 0 Overall Length: 19'9" ......... .... ... ... . . ................. 11 .. .... . . ... . ...... 16-1 9" 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 10526 @ 4 1/2" 15823 (4.75") Passed (67%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 8618 @ 1' 10 1/2" 17180 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 48613 @ 9'9 1/4" 52330 Passed (93%)— 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.472 @ 9- 10 1/2" 0.633 Passed (L/483) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.915 @ 9' 10 1/2" 0.950 Passed (L/249) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 19'. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) A cesson - es Total A liable Required Dead Snow Total 1 - Column - SPF 6.001, 4.75" 3.16" 5143 5493 10636 1 1/4" Rim Board 2 - Column - SPF 6.001, 4.75n 3,16" 5143 5493 10636 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 11/4' to IT 7 3/4- N/A 20.5 1 - Uniform (PSF) 0 to 19' 9" (Front) 22'3" 18.0 25.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 19' 9- (Front) N/A 100.0 - Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:57:43 AM Forte v5.4, Design Engine: V7.1.1.3 UP801.4te Page 1 of 1 14 F 0 R T E " MEMBER REPORT MAIN FLOOR PLAN, B 14 1 piece(s) 5 1/8" x 12" 24F-VI4 DF Glii PASSED 0 Overall Length: 14'7" 14' 0 [2] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (Ibs) 6377 @ 3 1/2" 6377 (1.91") Passed (100%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 5474 @ 1' 3 1/2" 10865 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (R-lbs) 22519 @ 7 3/4" 24600 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.324 @ T 4 1/4" 0.471 Passed (L/524) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.609 @ 74 1/4" 1 0.706 Passed (L/278) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 2" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 11/211. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on SPF stud wall 3.50" Hanger' 1.911, 3106 3530 6636 See note 1 2 - Column - SPF 3.50" 2.25" 1.93" 3056 3470 6526 11/4" Rim Board • KIM uoara is assumea to carry all loads applied cilreCUY above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger - I See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Connediiir: Simpson Strong -Tie Connectors Support ��Model Seat Length Top Nails Face Nalis Member N Acc . ess . orles I - Top Mount Hanger I Connector not found N/A N/A N/A N/A I Tributary Dead Floor Live Loads Locatia�n (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 14� 5 3/4" N/A 14.9 1 - Uniform (PSF) a to 14' 7- (Front) 12' 34.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to cirrumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party cerdfied to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Is under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 0 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:57:55 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 1 r iW0�li F 0 R T E' MEMBER REPORT MAIN FLOOR PLAN, B 15 1 piece(s) 5 1/8" x 12" 24FA14 DF Glulam PASSED 0 Overall Length: 14' 10" 14'3" . . . . . . . . . . 0 9 All locations are measured from the outside face of left support (or left cantilever end),All dimensions are horizontal. 0 'Design Results Actual 0 Location Allowed Result Ll Load: Combination (Pattim) Member Reaction (lbs) 6387 @ 3 1/2" 6387 (1.92") Passed (100%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 5491 @ V3 1/2" 12495 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Pas Moment (Ft-lbs) 22754 @ 7' 11/2" 28290 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defi. (in) 0.402 @ 7' 5" 0.475 Passed (L/426) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.626 @ 7' 5" 0.712 Passed (L/273) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 14'3" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Botborn compression edge must be braced at 14' 3" a/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length _—Loads toi Suppoft (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on SPF stud wall 3.50" Hanger� 1,92" 2380 593 4265 7238 See note 1 2 - Hanger on SPF stud wall 3.50" Hanger' 1.92" 2380 593 4265 7238 See note I At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger I See Connector grid below for addidonal information and/or requirements. System : Floor Member Type : Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Meriber Nails Accessorie 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2' to 14' 6 1/2" N/A 14.9 1 - Uniform (PSF) 0 to 14' 10" (Front) 2' 34.0 Q.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 14� 10" (Front) 5191, 18.0 100.0 Residential - Living I Areas 3 - Uniform (PLIF) 0 to 1,V IV' (Front) N/A 135.0 1 - I Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured alt Weyerhaeuser facilities are third-partv certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurrient-library. The product. application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 nA SUSTAINABLE FORESTRY INITIATIVE 1�1`1 1/23/2019 2:58:03 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 1 E F 0 R T E (� MEMBER REPORT MAIN FLOOR PLAN, B 16 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam PASSED 0 Overall Length: 4'7" . ... ........ ..... .. .... 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actuall"o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1440 @ 2" 2988 (2.25") Passed (48%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 658 @ V 3 1/2" 7619 Passed (9%)_ 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 1486 @ 2- 2 1/4" 17250 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 2'3 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 3 1/2" 0.213 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4'5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 247 1260 1507 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 247 1260 1507 1 1/4" Rim Board - Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0,90) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 4' 5 3/4" N/A 9.1 1 - Uniform (PSF) 0 to 4� 7" (Front) 5' 6" 18.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input clesign loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:58:12 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page I of 1 17 -�40 FORT E" MEMBER REPORT MAIN FLOOR PLAN, B 17 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam PASSED 0 ..... . ................. ..... 2'6' Overall Length: 19'10" 14.'3" Z 6" E 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1197 @ 17' 2 1/4" 4648 (3.50") Passed (26%) -_ 1.0 D + 1.0 5 (Adj Spans) Shear (lbs) 373 @ 16' 1/2" 5963 Passed (6%) 0.90 1.0 D (All Spans) Pos Moment (Ft-lbs) 1137 @ 9' 8 13/16" 13500 Passed (8%) 0.90 1.0 D (All Spans) Neg Moment (Ft-lbs) -922 @ 17' 2 1/4" 13297 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.016 @ 19' 10" 0.200 Passed 2L 999+ 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.049 @ 9' 10" 0.727 Passed (L/999+) 1.0 D (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 10" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 12' 4 7/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 5' 3/8". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total . Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 677 140 817 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 839 358 1197 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 19, 101, N/A 9.1 1 - Uniform (PSF) 17' to 19' 10" 4'9" 18.0 25.0 Residential - Living (Front) Areas 2 - Uniform (PSF) 0 to T 6" (Front) 2-3" 18.0 25.0 Residential - Living 1 Areas 3 - Uniform (PLF) 0 to 19' 10" (Front) N/A 50.0 - I Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:58:23 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 1 E ��FO R T E�� MEMBER REPORT MAIN FLOOR FILAN, B 18 1 piece(s) 8 3/4" x 12" 24F-V4 DF Glulam PASSED 0 Overall Length: 19'4" ......... . .... . .. . .............. - ............ ........ 6' 3" 12' 6" N 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load. Combination (Pattern) Member Reaction (lbs) 8906 @ 6' 4 3/4" 19906 (3.50") Passed (45%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4708 @ 7' 6 1/2" 21333 Passed (22%) 1. 15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 16955 @ 14' 48300 Passed (35%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-lbs) -20307 @ 6- 4 3/4" 37231 Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.362 @ 0 0.426 Passed (2L/424) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.378 @ 0 0.640 Passed (2L/406) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TIL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19'3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 3" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 9' 8 3/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 10' 9 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicabl'e calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Requ . !red Dead Floor I Live Snow Total I 1 - Column - SPF 3.50" 3.50" 1.57" 2699 240 6207 9146 Blocking 2 - Stud wa H - SPF 3.50" 2.25" 1.501, 1327 353 2103 3783 1 1 1/4" R�,, Boa,d • Rim Board IS assumed to carry all loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to IT 2 3/4" N/A 25.5 1 - Uniform (PSF) 0 to 2' 3" (Front) 7- 1 1/2" 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2' 3" to 17' 10" 1-315116- 18.0 25.0 Residential - Living (Front) I Areas 3 - Point (lb) 113/16" (Front) N/A 247 1260 Linked from: B16, Support I 4 - Point (lb) 2' 3" (Front) N/A 247 - 1260 Linked from- B16, Support 1 5 - Point (lb) 14' (Front) N/A 2380 593 4265 Unked from: B15, I Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:58:32 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 is ��FORTE` MEMBER REPORT MAIN FLOOR PLAN, B 19 1 piece(s) 5 1/2" x 12" 24F-%f4 DF Glulam PASSED 0 Overall Length: 19'7" .19, N All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. E 0 Design Results Actual @ Location Allowed Result UDIF Load: Combination (Pattern) Member Reaction (lbs) 3401 @ 2" 5259 (2.25") Passed (65%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 2984 @ 1' 3 1/2" 11660 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 16260 @ 9'8 1/4" 26400 Passed (62%) - 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.542 @ 9' 9 1/2' 0.642 Passed (L/426) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.761 @ 9'9 1/2" 0.962 Passed (L/304) __ 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at IVY a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5" a/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Beartrig Length . Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 988 2448 3436 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 988 2448 3436 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. i Tributary Dead Floor Live Loads Location (Side) Width (G.90) (1.00) Comments 0 - Self Weight (PLF) 11/4" to IT 5 3/4" N/A 16.0 1 - Uniform (PSF) 0 to 19' 7" (Front) 2.6.1 34.0 100.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docuinent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FCRE5TRY INITIATIVE Forte Software Operator 3/31/2019 7:06:42 PM Forte v5.4, Design Engine: V7.1.1.3 UR801.4ta Page 1 of 1 Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 — 20 �9FORTE�' MEMBER REPORT MAIN FLOOR FLAN, B20 1 piece(s) 8 3/4" x 12" 24F-V4 DF Glulam PASSED Overall Length: 19'6" 0 6 3" 12'6" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. I 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 9562 @ 6'4 3/4" 13016 (3.50") Passed (73%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 8811 @ 18' 1/2" 18550 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 24756 @ 14' - 48300 Passed (51%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft-lbs) -20306 @ 6'4 3/4" 37231 Passed (55%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Delf]. (in) 0.362 @ 0 0.426 Passed (2L/424) --- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.300 @ 0 0.640 Passed (2L/512) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: UL (L/360) and TIL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19'5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 10' 7". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 10' 2 314". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Avaliable Re I quired Dead Floor Live Snow Total I - Stud wall - SPF 3.50" 3.50" 2.57" 3355 958 6207 10520 Blocking 2 - Stud wall - SPF 5.50" 4.25" 2.52" 4702 4144 2103 10949 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load !is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width�, (0.90) (1.00) (1.15) Comments 0 - Self Weight (PUF) 0 to 19' 4 3/4" N/A 25.5 1 - Uniform (PSF) 0 to X 3" (Front) 7-11/2' 18.0 25.0 Residential - Uving Areas 2 - Uniform (PSF) 2'3"(to 17' 10" 1-315/16- 18.0 25.0 Residential - Living Front) Areas 3 - Point (lb) 1 13/16" (Front) N/A 247 1260 =m : B16, 4 - Point (lb) 2' 3" (Front) N/A 247 1260 Linked from: B16, Support 1 5 - Point (lb) 14' (Front) N/A 2380 S93 4265 Linked from: B15, Support 2 6 - Point (lb) 14' (Front) N/A 921 979 - Linked from: B19, I upport 1 7 -Point (1 18' (Front) N/A I 3106 ;:d 3530 Linked from: B14, I Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by1CC ES under technijcal reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTIA standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input deign loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEER CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD nA SUSTAINABLE FORESTRY INITIATIVE T 3/29/2019 12:39:16 AM Fbrte v5.4, Design Engine: V7-1.1.3 UR801.4te Page 1 of 1 21 �-�'F 0 R T E' MEMBER REPORT MAIN FLOOR PLAN, B19 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glil PASSED Overall Length: 33'1 1/2" 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Patiern) Member Reaction (lbs) 7411 @ 13'5 1/4" 8181 (3.50") Passed (91%) -_ 1.0 D + 1.0 L (All Spans) Shear (lbs) 3694 @ 14'7" 11660 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 11734 @ 24' 8 1/8" 26400 Passed (44%) ----1.00- LOD + 1.0 L (Alt Spans) Neg Moment (Ft-lbs) -13082 @ 13'4" 20350 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.371 @ 23' 10 1/2" 0.651 Passed (L/632) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.495 @ 23' 119/16" 0.976 Passed (L/473) -- 11.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 32' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 32' 11" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 16' 4 1/4". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 9' 5 3/16". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories T;�l FAvailable Required Dead Floor Lui V Total I - Stud wall - SPF 3.50" 2.25" 1,50" 402 1533/-508 1935/-508 11/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50' 3.17" 2133 5278 7411 None 3 - Stud wall - SPF 3.50" 2.25" 1.501, 808 21191-88 2927/-88 1 1/4�' Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location (Side) Width (0�90) (1.00) Comments 0 - Self Weight (PLF) 11/4" to 33' 1/4" N/A 16.0 1 - Uniform (PSF) 0 to 33' 11/2" 2' 6" 34.0 100.0 Residential - Living (Front) Areas Weyerhaeuser Notes Weyerhaeuser warrants that the si7ing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated byICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 3/31/2019 7:04:59 PM F:brte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 22 aFO R T E' MEMBER REPORT MAIN FLOOR f'LAN, B22 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam PASSED 0 Overall Length: 16'7" . . . ... .................. . 116' RI 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LOF Load: Coimbinartion (Pattern) Member Reaction (lbs) 6713 @ 2" 9872 (2.25") Passed (68%) -_ 10 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 5679 @ 1' 3 1/2" 14310 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 25443 @ 7' 7 11/16" 32339 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.328 @ 8'5/8" 0.542 Passed (L/594) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.704 @ 8' 7/8" 0.813 Passed (L/277) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16'5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable caloulattons are based on NDS. Supports :'. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow 1 Total 1 - Column - SPF 3.50" 2.25" 1.53" 3607 2944 1277 7828 1 1/4" Rim Board 2 - Column - SPF 3.50" 2.2S" 1.501, 3034 2941 501 1 6�79 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 1& 5 3/4- N/A 19.7 1 - Uniform (PSF) 0 to 16' 7" (Front) 8-101/2' 34.0 40.0 - Residential - Living Areas 2 - Point (lb) 4' 9" (Front) N/A 325 - 450 Residential - Living I I I I I Areas 3 - Point (lb) I 4' 9" (Front) I N/A I 990 I I I 1328 Linked from: I Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docutnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORAT ON (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:59:12 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 2 2 F-0 R T E " MEMBER REPORT MAIN FLOOR FLAN, B23 1 piece(s) 3 1/8" x 10 1/2" 24F-V4 DF Glulam PASSED Overall Length: 9' 0 8-3- in 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 'Design Results Actual @ Location Allowed Result LDIF I Load: Combination (Pattern) Member Reaction (lbs) 4866 @ 3" 6602 (3.25") Passed (74%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 3197 @ 1'3"_ 5797 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 10524 @ 4- 13/4" 13207 Passed (80%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.106 @ 4' 5 3/16" 0.283 Passed (L/961) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.235 @ 4- 5" 0.425 Passed (L/434) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) Deflection criteria: U. (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 10" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 6". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 4.50" 3.25" 2.40" 2801 1598 1300 5699 1 1/4" Rim Board 2 - Column - SPF 4.50" 3.25" 1.83"_ 2050 1598 706 4354 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) VVIdth (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 8' 10 3/4" N/A 8.0 1 - Uniform (PSF) 0 to 9' (Front) 8! 10 1/2' 34.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to V 3" (Front) 91 18.0 - 25.0 Residential - Living I I I Areas 3 - Uniform (PLF) 0 to 4� 3" (Front) N/A 135.0 I I - I Residential - Living Areas 4 - Point (lb) 4' 3' (Front) N/A 1 803 1 - 1 1050 =M: B9, Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (RIm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-parly, certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:59:28 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 24 WaFORTEI� MEMBER REPORT MAIN FLOOR PLAN, B24 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED Overall Length: 13' 1" + 0 .. ................ .. ... . ... ......... .... All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Aflowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 11660 @ 3' 2 1/2" 16656 (5.00") Passed (70%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4945 @ 4'5" 10865 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 11891 @ 8'4 1/16- 24600 Passed (48%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs) -6177 @ 3- 2 1/2" 18963 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.081 @ 8'1/2" 0.319 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0. 161 @ 8- 1 11/16" 0.479 Passed (L/71.5) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Deflection criteria: LL (L/360) and TIL (L/240). Overhang deflection criteria: LL (2L/360) and TIL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 81 10 13/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L 4' 3 3/8". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total . I Available Required Dead Floor Live Snow Total I - Column - SPF 5�0011 5.00" 3.50" 6490 3756 3137 13383 Blocking 2 - Column - SPF 5.001, 3.75" 1.901, 3455 2237/-190 1769 7461/-190 11/4" Kim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weighl (PLF) 0 to 12' 113/4" N/A 14.9 1 - Uniform (PSF) 0 to 13' V (Front) ill 34.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 13' 1" (Front) 13' 1 1/2" 18.0 - 28.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 13' V (Front) N/A 135.0 - Residential - Living I I Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks.) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been prcvided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:59:38 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 FO R T E 1� MEMBER REPORT MAIN FLOOR PLAN, 825 1 piece(s) 6 3/4" x 16 1/2" 24F-V4 DF Glulam PASSED Overall Length: 19' 10" 0 N H All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Acturaii @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 11521 @ 3 1/2" 16453 (3.75") Passed (70%) -- 1.0 D + 1.0_1- (All Spans) Shear (lbs) 9539 @ V 9 1/2" 19676 _ Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Pos Mornent (Ft-lbs) 54383 @ 9'9 3/4" 58229 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.421 @ 9'11" 0.642 Passed (L/548) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.798 @ 9' 11" 1 0.962 -- 1.0 D + 1.0 L (All Spans) U-110. "kL/—)dllU I LkLJZW)� Top Edge Bracing (Lu): Top compression edge must be braced at 19'a" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 8" a/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 19'3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Searind Length Loads to Supports (lbs) Accessories Tot . a[ Available Required Dead Floor Live Total 1 - Column - SPF 5.00" 3.75" 2.63" 5492 6148 11640 1-1/4" Rim Board 2 - Column - SPF 5.001, 3,75- 2.63" 5492 6148 116,40 11/4" Rim Board - mill, D— 1b d�uinm Lo carry all ioaus appoea airecoy aoove iE, oypassing tne member being designed. Tributary Dead Floor Live Loads Location (Side) Width (0,90) (1-00) Comments 0 - Self Weight (PLF) I 11V' to 19' 8 3/4" N/A 27.1 1 - Uniform (PSF) 0 to 19' 10" (Front) 15' 6" 34.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Es under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 'H.—��—;l — System : Floor Member Type : Flush Beam Building Use : Residential Building Crxie : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:59:49 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 2E Ew;�'70_1 F 0 R T E � MEMBER REPORT MAIN FLOOR FTAN, B26 1 piece(s) 3 1/8" x 12" 24F-V4 DF Gfulam PASSED 0 Overall Length: T3 1/2" 6-3- E H All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. D Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4711 @ 6' 10" 7637 (5.75") Passed (62%) 1.0 D + 0.75 L + 0.75 5 (All Spans) Shear (lbs) 2778 @ 1'5 1/2" 7619 Passed (36%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs) 6903 @ 3' 5 3/4" 17250 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.036 @ 3' T 0.217 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.065 @ 3' 7"_ 0.325 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 1" c/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 6". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor . Live Snow Total I - Column - SPF 5.50" 4.25" 2.24" 2103 1433 2007 5543 11/4" Rim Board 2 - Stud wall - SPF 7.00" 5.75" 3.55" 2176 1483 2077 5736 11/4" Rim Board - Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) I 1/,V'to 7 2 1/4" N/A 9.1 1 -Uniform PSF) 0 to 7' 3 1/2" 10, 34.0 40.0 Residential - Living (Front) Areas 2 - Uniform (PSF) '0(Fr 3 "2" 7' 34.0 - 80.0 =ntial - Living I ,it) 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 2:59:58 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 27 igFO R T E�� MEMBER REPORT MAIN FLOOR PLAN, B27 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam PASSED 0 Overall Length: 27' 1" 26' 6" N H All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load., Combination (Pattern) Member Reaction (lbs) 9239 @ 2" 9872 (2.25") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 8078 @ V9 1/2" 21465 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 61496 @ 13' 5 1/4�' 66473 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.819 @ 13'6 1/2" 0.892 Passed (L/392) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1.341 @ 13'6 1/2" 1.337 Passed (L/239) 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 26' 11" /c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 26' 1111 o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 26' 911. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accesson . es :"I Available Required Dead Floor Live T otal 1 - Column - SPF 3.50" 2.25" 2.11" 3620 5688 9308 1 1/4" Rlm Board 2 - Column. - SPF 3.50" 2.25" 2.11" 3620 5688 9308 11/4" R m Board - Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributa!y Dead Floor Live Loads Location (Side) Wlldth� (0.90) (1.00) Comments 0 - Self Weight (PLF) I 1/4"3to - 11 /4�6 N/A 29.5 1 - Uniform (PSF) 0 to 27' 1' (Front) 7' 34.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board,. Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Soitware Operator 3/29/2019 1 :05:14 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page I of 1 Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 - WIM .aFORTE� MEMBER REPORT MAIN FLOOR PLAN, B28 A 1 piece(s) 5 1/8" x 15" 24FA14 DF Glulam PASSED Overall Length: 18'5" 0 . .... ...... 17" 6" 19 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (Ibs) 6161 @ 4" 9257 (4,25") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 5075 @ 1' 8 1/2" 15618 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 26650 @ 9' 1 1/4" 43961 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.362 @ 9' 2 1/2" 0.592 Passed (L/589) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.583 @ 9' 2 1/2" 0.887 Passed (L/366) 1.0 D + 1.0 S (All Spans) Detlection criteria: UL (L/360) and TIL (IJ240). Top Edge Bracing (Lu): Top compression edge must be braced at 18'3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 3" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 179". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories I Available Required Dead Snow Total 1 - Stud wall - SPF 5.501, 4.25" 2.83" 2362 3868 6230 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 2.83" 2362 3868 6230 11/4" Rim Board - Rim Board is assumed to carry ar inads appiied d1rectly above It, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width, (0.90) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 18'313/4" N/A 18.7 1 - Uniform (PSF) 0 to 18' 5' (Front) 7' 34.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wan-anties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocl<s) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residential Building Code : ISC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/29/2019 1:05:22 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 — mom i�w� F-0 R T E �� MEMBER REPORT MAIN FLOOR FLAN, B29 1 piece(s) 5 1/8" x 9" 24F-V4 DF Glulam PASSED Overall Length: 13' 10" 0 13' 3" M 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDIF Load: Carribinatiiiin (Pattern) Member Reaction (lbs) 3265 @ 2" - 7495 (2.25") Passed (44%) �� 1.0 D + 1.0 L (All Spans) Shear (lbs) 2815 @ V 1/2" 8149 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 10917 @ 6'9 3/4" 13838 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.240 @ 6- 11"— 0.450 Passed (L/675) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.639 @ 6' 11" 0.675 Passed (L/254) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 8" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 6". The effects of positive or negative camber have not been accounted for when calculating defection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Liv Total I - Column - SPF 3,50" 2.25" 1.501, 2068 1245 3313 � 11/4" Rim Board 2 - Column - SIFF 3.50" 2.25" 1.501, 2068 1245 3313 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location (Side) . z.. Width - (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4�' to 13' 8 314" N/A 11.2 1 - Uniform (PSF) 0 to 13' 10" (Front) 2-3- 34.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 13' 10" (Front) 2'3 34.0 40.0 Resid ntial - Living I 1 I I Areas (PLF) 0 to 13' 10" (Front) I N/A 135.0 - Residential - Living I Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured it Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC US under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTIA standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 3:00:29 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of I 3C -�,2FO R T E' MEMBER REPORT BASEMENT FLOOR PLAN, B30 1 piece(s) 3 1/8" x 12" 24F-V'4 DF Glulam PASSED Overall Length: 8' 1" 0 7' 6' 0 H All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 2658 @ 2" 2988 (2.25") Passed (89%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 1857 @ 1' 3 1/2" 6625 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 5069 @ 3' 111/4" 15000 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.036 @ 4' 1/2" 0.258 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) I Total Load Dell. (in) 0.068 @ 4' 1/2" 0.387 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 11" o/c unless detailed otherwise. Critical positive moment acUusted by a volume factor of 1.00 that was calculated using length L = 7' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Suppoft Bearing Length Loads to Supports (lbs) Accessories Total Aval I labile Required Dead Floor Live tal 1 - Stud wall - SPIF 3.50" 2.25" 2.001, 1273 1455 2728 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 2.00" 1273 1455 2728 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly abcve it, bypassing the member being designed. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 11,V' to 7' 113/4" N/A 9.1 1 - Uniform (PSF) 0 to 8' 1" (Front) T 34.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a cle gn professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Ilte,ature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions aridi support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 3:00:41 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 31 �9FD R T E " MEMBER REPORT BASEMENT FLOOR PLAN, B31 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED 0 Overall Length: 17' 1/2" 16'3" 0 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 15293 @ 3 1/2" 15293 (4.59") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 11367 @ 1'8" 14939 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 46796 @ 8' 11/2' 46186 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.398 @ 8'5 5/16" 0.546 Passed (L/493) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.777 @ 8' 5 3/16" 0.819 Passed (L/253) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at VIT' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 8" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 16' 4 1/211. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glularn is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on SPF stud wall 3,50" Hanger' 4.59" 7771 6175 4525 18471 See note 1 2 - Column - SPF 6.00" 4.75" 4.25" 6918 6156 3634 16708 11/4" Rim Board RIM Board is assumed to carry all loads applied directly above it, bypassing the member being designed. At hanger supports, the Total Bearing climendion Is equal to the width of the material that Is supporting the hanger I See Connector grid below for addibonal information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories I - Top Mount Hanger Connector not found N/A /A Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90) (1,00) (1.15) Comments 0 - Self Weight (PLF) 3 1/2"lt/, 11 N/A 20.5 4!6' 1 - Uniform (PSF) 0 to 17' 1/2" 91 34.0 40.0 - Residential - Living (Front) Areas 2 - Uniform (PSF) 0 to 17' 1/2' 4� 18.0 80.0 Residential - Living (Front) 1 Areas 3 - Uniform (PSF) 0 to 4' (Front) 91 34.0 40.0 - Residential - Living Areas 4 - Uniform (PSF) 12' 6' to 16' 10" 9� 34.0 40.0 - Residential - Living (Front) Areas 5 - Uniform (PSF) 0 to 4' (Front) 7' 18.0 - 25.0 Residential - Living Areas 6 - Point (11b) 4' (Front) N/ 2801 1598 1300 Linked from: B23, I I I I SUDDOrt 1 7 - Point (lb) 12' 6" (Front) N/A I 2050 i 1598 I 706 I Linked from: B23, I SuoDort 2 Weyerhaeuser Notes Weyerhaeuser warrants that the si7ring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC IS under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 3:00:52 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 -�-4 F 0 R T E' MEMBER REPORT BASEMENT FLOOR PLAN, 832 1 piece(s) 6 3/4" x 15" 24F-V14 DF Glulam PASSED Overall Length: 24'9 1/2" E 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Wesults Actual Ci Location Allowed Reisult LDFJ Load: Cornlidination (Pattern) Member Reaction (lbs) 13456 @ 2' 6" 17213 (6.00") Passed (78%) -- 11.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 11821 @ 4' 17888 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 44218 @ 6'3" 47914 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Neg Moment (Ft-lbs) -77 @ 2'6" 35121 Passed (0%) 0.90 1.0 D (All Spans) Uve Load Defl. (in) 0.457 @ 12'5/8. 0.738 Passed (L/580) -- 1.0 D + 0.75 L + 0,75 S (All Spans) rTcii�l Loa Defl. (in) 0.937 @ 12' 171, 5" 1.106 Passed (L/283) -- 1.0 D + 0.75 L + 0.75 S (All Spans) — kL4--) ---- - Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 24' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 8" o1c unless detailed othermfise. Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 22' 17/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = T 6 1/8". Upward deflection on left cantilever exceeds overhang deflection criteria. Upward deflection on left cantilever exceeds 0.4". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Len Loads to Supports (Ibs) , Accessories Total Available Required Dead Floo Live Snow Total I - Beam - SPF 6.00" 6.00" 4.69" 6791 5128 3758 156-n �ocVing 2 - Plate on c ncrete - SPF 3.50" 2. — 1047 767 3401 11/4" Rim Board -- — — 1-1— — ---Y — 5 dPP11CU U11MLly dUUVe IL, uyipassing me memDer neing aesignea. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) :;Width (0.90). (1.00) (1.15) Comments 0 - Self Weight (PI-F) 0 to 24� 8 1/4" N/A 24.6 1 - Point (lb) 6' 3" (Front) N/A 7771 6175 4525 Linked from: B31, Support I Weyerhaeuser N&6s Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partv certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under techniical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Hour Member Type : Flush Beam Building Use : Residential Building Cade : IBC 2015 Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITLATIVE 1/23/2019 3:01:02 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 i-iiii I FORTE �' MEMBER REPORT BASEMENT FLOOR PLAN, B33 1 piece(s) 8 3/4" x 19 1/2" 24F-V4 DF Glulam PASSED 0 Overall Length: 17'2" 16' E E All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual loLocation Allowed Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 18478 @ 16'8 1/2" 32703 (5.75") Passed (57%) -_ 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 15788 @ 14' 111/2" 30144 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 92458 @ 7' 7 3/4" 102749 Passed (90%)— im 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.220 @ 8'9 1/16" 0.542 Passed (L/885) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.467 @ 8'8 5/8" 0.813 1 Passed (L/417) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 17'o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L = 16' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified giulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Snow Total I - Column, - PSL 7.00" 5.75" 2.94" 9022 7013 3322 19357 1 1/4" Rim Board 2 - Column - PSL 7.00" 5.75" 3.25" 9411 6596 5493 21500 1 1/4" Rim Board - RJm Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location (Side) Width (0.90), (1.00) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 17 3/4" N/A 41.5 1 - Uniform (PSF) 0 to 11'3" (Front) 10' 6" 34.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) I V 3" to 16' 7" 4' 6' 18.0 - 80.0 Residential - Living Front Areas 3 - Point (lb) 9" (Front) N/A 6490 3756 3137 Linked from- B24, Support 1 4 - Point (b) ]E7' 11'3" (Front) N/A 6791 5128 3758 Linked from: B32, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTIM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD nA SUSTAINABLE FORESTRY INITIATIVE IT, 1 /23/2019 3:01 :17 AM Forte v5A, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 34 F 0 R T E " MEMBER REPORT BASEMENT FLOOR PLAN, 834 1 piece(s) 3 1/8" x 12" 24FAA DF Glulam PASSED Overall Length: 9'7" 0 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result ILDIF Load., Combination (Pattern) Member Reaction.(Ibs) 1597 @ 2" 2988 (2.25") Passed (53%) -1.0 D + 1.0 S (All Spans) Shear (lbs) 1192 @ V3 1/2" 7619 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 3643 @ 4' 8 1/4" 17250 Passed (21%) 1.15 1.OD + 1.OS (All Spans) Live Load Defl. (in) 0.052 @ 4'9 1/2" 0.308 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.069 @ 4� 9 1/2" 0.463 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9'5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports. Bearing Length Loads to Supports (Ibs) Accessories Total Av ilable Required Dead _LSnow I Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 409 1222 1631 1 1/4�'Rlm Board 2 - Stud wall - SPF 3.50" 2.25" 1.501, 409 1222 1631 1 1/4�'Rim Board - Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0�90) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 9' 5 3/4" N/A 9.1 1 - Uniform (PSF) 0 to 9* 7" (Front) 4' 3" 18.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to (fircumventthe need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC 15 under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KR SHAN KUMAR MAZAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1 /23/2019 3:01 :29 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 aFORTE I, MEMBER REPORT BASEMENT FLOOR PLAN, B35 1 piece(s) 5 1/8" x 9" 24F-V4 DF Glulam PASSED 0 Overall Length: 17' 1" 16'6" 0 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Lomition Allowed Result LDF Load; Combination (Pattern) Member Reaction (lbs) 2276 @ 2" 4901 (2.25") Passed (46%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 2023 @ 1' 1/2" 9371 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 9459 @ 8' 5 1/4" 15913 Passed (59%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Defl. (in) 0.521 @ 8'6 1/2" 01558 Passed (L/385) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.852 @ 8' 6 1/2" 1 0.837 Passed (L/236), 1.0 D + 1.0 S (All Spans) Deflection criteria: UL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 11" o1c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 9". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Tota I Available Required Dead Snow Total I - Stud wall - SPF 3.50" 2.25" 1.50" 893 1409 2302 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 893 1409 2302 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Locatio n (Side) Width. (O'L90) (1.15) Comments 0 - Self Weight (PLF) 1 1pV3t/, 11 N/A 11.2 4!6' 1 - Uniform (PSF) 0 to 17' 1' (Front) 2' 9' 34.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisclicirion. The designer of record, builder or framer is responsible to assure that this calculation is compatible With the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated byICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.comjwoodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residendal Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/29/2019 1:05:33 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 — 36 �F-9711 F 0 R T E �' MEMBER REPORT BASEMENT FLOOR PLAN, B36 I piece(s) 3 1/8" x 9" 24F-V4 DF Glulam PASSED Overall Length: 14'4" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDIF Load: Combination (Pattem) Member Reaction (lbs) 1708 @ 2" 2988 (2.25") Passed (57%) �� 1.0 D + 1.0 S (All Spans) Shear (lbs) 1481 @ 1' 1/2" 5714 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 5925 @ 7' 3/4" 9703 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.379 @ 7' 2" 0.467 Passed (L/443) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.612 @ 7' 2" 0.700 Passed (L/275) __ 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Uu): Top compression edge must be braced at 14'2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 2" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14'. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 657 1075 1732 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25' 1.501, 657 1075 1732 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 11/4" to 14' 2 3/4" N/A 6.8 1 - Uniform (PSF) 0 to 1,V 4" (Front) 2'6" 34.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainab'e forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 3/29/2019 1:05:43 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 37 �FO R T E- MEMBER REPORT UPPER FLOOR PLAN, H1 2 piece(s) 2 x 10 Douglas Fir -Larch No. 1 Overall Length: 67" H 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1550 @ 2" 2869 (2.25") Passed (54%) -_ 1.0 D + 1.0 S (All Spans) Shear (lbs) 997 @ 1' 3/4" 3830 Passed (26%) US 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1987 @ 2'9 1/2" 4510 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 2'9 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.029 @ 2'9 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5'5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at S'S" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2,25" 1.50" 685 925 1610 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1,50" 685 925 1610 1 1/4�'Rinn Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 11/4" to S' 5 3/4" N/A 7.0 1 - Uniform (PSF) 0 to 5' 7" (Front) 13'3" 18-0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the sofbNare. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Nodding Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under techrfical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (6041543-8044 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD nA SUSTAINABLE FORESTRY INITIATIVE T 1/23/2019 3:07:43 AM Forte v5,4, Design Engine: V7.1.1.3 OR801.4te Page 1 of I 3E W aFO R T E' MEMBER REPORT UPPER FLOOR PLAN, H2 2 piece(s) 2 x 10 Douglas Fir -.Larch No. I PASSED Overall Length: 8'7" 0 -1 1 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (lbs) 1515 @ 2" 2869 (2.25") Passed (53%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 1168 @ 1'314" 3830 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3078 @ 4'3 1/2" 4510 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.064 @ 4' 3 1/2" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.112 @ 4' 3 1/2" 0.412 Passed (L/883) — 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1.1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8'5" o/c unless detailed otherwise. Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 8'5" c/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) A ...... rie, Total Available Required Dead I Snow7 Total I - Stud wall - SPF 3.50" 2.25" 1.50" 667 885 1552 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 667 1 885 1552 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8! 5 3/4' N/A 7.0 1 - Uniform (PSF) 0 to 8' 7" (Front) 8' 3" 18.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOZ ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/23/2019 3:07:50 AM Forte v5.4, Design Engine: V7.1.1.3 OR801.4te Page 1 of 1 3E ��FO R T E' MEMBER REPORT UPPER FLOOR PLAN, J1 1 piece(s) 117/8" TJI@ 560 @ 16" OC PASSED Overall Length: 20' 11" 0 19'6" Ir in 0 All locabons are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Partliarn) Member Reaction (lbs) 981 @ 2 1/2" 1396 (2.25") Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 962 @ 3 1/2'. 2050 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4770 @ 10' 1/2" 9500 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.289 @ 10' 1/2" 0.656 Passed (L/818) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.534 @ 10' 1/2" 0.983 1 Passed (L/442) 1.0 D + 1.0 L (All Spans) TI-Pro7" Rating 49 40 1 Passed Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' V o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 11" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTI Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro— Rating include: 5/8" Gypsum ceiling. Supports. Bearing Length Loads to Supports (1110 Accessories I Availlable Required Dead Floor Live Total I - Stud wall - SPF 3.50" 2.25" 1.75" 455 536 991 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.751, 455 536 991 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Li e Loads Location (Side) Spacing (0.90) (1.00) Comments I - Uniform (PSF) 0 to 20' 1" 16" 34.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-Ilbrary, The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 9/1/2018 11:18:34 AIV Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 ot 1 4C - �,�FO RT E" MEMBER REPORT UPPER FLOOR PLAN, J2 1 piece(s) 117/8" TJI@ 230 @ 16" OC PASSED 0 Overall Length: 18'4" 17'9" 0 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location- Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 894 @ 2 1/2" 1183 (2.25") Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 876 @ 3 1/2" 1655 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3959 @ 9' 2" 4215 Passed (94%) 1.00 1.0 ID + 1.0 L (All Spans) Live Load Defl. (in) 0.332 @ 9' 2" 0.597 Passed (L/648) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.614 @ 9'2" 1 0.896 1 Passed (L/350) 1.0 D + 10 L (All Spans) I TJ-PrOT" Rating 1 46 40 Passed Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 181 211 o/c unless cletalled otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total I - Stud wall - SPF 3.50" 2.25" 1.75" 416 489 905 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 416 489 905 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments I - Uniform (PSF) 0 to 18' 4" 16� 340 40.0 I Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESP-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 �ii-104;10 - System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 9/1/2018 11:19:11 AN Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 41 F 0 R T E' MEMBER REPORT UPPER FLOOR PLAN, J3 PASSED 1 piece(s) 2 x 10 Douglas Fir -.Larch No. I @ 12" OC Overall Length: 5'7" 0 N 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 253 @ 2 1/2" 1434 (2.25") Passed (18%) -_ 1.0 D + 1.0 L (All Spans) Shear (lbs) 163 @ 1' 3/4" 1665 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 314 @ 2' 9 1/2" 2255 Passed (14%) 1.00 1.0 ID + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 2' 9 1/2" 0.172 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.009 @ 2'9 1/2" 0.258 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TI-Pro— Rating N/A N/A I -- __ Deflection criteria: LL (L/360) and TIL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 55" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on Nos. No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (111s) Accessories Total Available . Required Dead Floor Live Tota I I I - Stud wall - SPF 3.50" 2.25" 1.501, 95 167 262 1 1/4�'Rlrn Board 2 - Stud wall - SPF 3.50" 2,25" 1.50" 95 167 267 1 1/4�' Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5'7" 12" 34.0 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the slizing of its products "fill be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this soft.ware is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : loist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/29/2019 4:39:45 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 ,io—'�M10 42 aFO R T E` MEMBER REPORT UPPER FLOOR PLAN, J4 PASSED 2 piece(s) 2 x 10 Douglas Fir -Larch No. 1 @ 16" OC Overall Length: 14'7" 0 i�' i - 14' H H All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Locatiod Al , lowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 901 @ 2 1/2" 2869 (2.25") Passed (31%) -_ 1.0 D + 1.0 L (All Spans) Shear (lbs) 781 @ 1'3/4" 3330 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3144 @ T3 1/2" 4510 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0. 216 @ 7' 3 1/2" 0.472 Passed (L/789) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0. 338 @ 7' 3 1/2" 0.708 Passed (L/503) 1.0 D + 1.0 L (All Spans) TI-ProTm Rating N/A N/A Deflection criteria: UL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on Nos. No composite action between deck and joist was considered in analysis. Suppor.ts Bearing Length Loads to Supports (Ibs) Accessories Total Availlibi Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.501, 331 583 914 1 1/4" Rim Board 2 - Stud wall - SIFF 3.50" 2.25" 1.501, 331 583 914 1 1/4Rim Board - Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. De d Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 14' 7" 16" 34.0 I 60.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the si7ing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC 15 under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0I SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 3/29/2019 4:39:51 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of I Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-80" 43 �-�'F-0 R T E " MEMBER REPORT UPPER FLOORPLAN, R1 1 piece(s) 14" TJI@ 560 @ 12" OC PASSED 0 Overall Length: 25' 10" 25'3" 11 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Des!4W]Resullts Actual 0 Location I Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 551 @ 2 1/2" 1606 (2.25") Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 543 @ 3 1/2" 2749 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3472 @ 12'11" 12966 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.257 @ 12' 11" 0.847 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.442 @ 12' 11" 1271 Passed (L/690). 1 1.0 D + 1.0 S (All Spans) 1 TJ-Pro— Rating 42 0 1 Passed Deflection criteria: LL (L/360) and TL (L/240). Input live load span ratio deflection limit is below building code minimum value of L/360. This minimum value was used for design. Input total load span ratio deflection limit is below building code minimum value of L/240. This minimum value was used for design. Top Edge Bracing (Lu): Top compression edge must be braced at 10'6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' 8" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24�'Span Rating) that is glued and nailed cloven. Additional considerations for the TI-Prolm Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8'o.c.. Supports Bearing Length Loads to Supports (Ibs) Ac ries Total Av ilable Required Dead 1 Snow -t-1 �55 I - Stud wall:- SPF 3.50" 2.25" 1.75" 233 323 ] 6 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 233 1 323 1 556 11/4' Rim Board - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Snow Loads Location (Side) Spacing (0�90) (1.15) Comments I - Uniform (PSF) 0 to 25' 10" 12" 18.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blockiing Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 9/1 /2018 11 :15:34 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 a � --I MEMBER REPORT UPPER FLOOR PLAN, R2 . ii F-0 R T E� 1 piece(s) 14" TJI@ 560 @ 16" OC PASSED 0 Overall Length: 22'4" 21'9" 11 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design.Results Actual 0 Location Allowed Result LoF Load: Combination (Pattern Member Reaction (Ibs) 634 @ 2 1/2" 1606 (2.25") Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 624 @ 3 1/2" 2749 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3442 @ 11' 2"_ 12966 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defil. (in) 0.192 @ 11'2" 0.731 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.330 @ 11'2" 1.096 1 Passed (L/796) 1.0 D + 1.0 S (All Spans) TI-ProT" Rating 48 1 40 1 Passed Deflection criteria: UL (L/360) and TL (L1240). Top Edge Bracing (Lu): Top compression edge must be braced at 10'7" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 2" a/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro— Rating include: 5/8" Gypsum celling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 268 372 640 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25' 1.75' 268 372 640 11/4" Rim Board - Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 22'4" 16" 18.0 25.0 Residential - Living Areas Notes Weyerhaeuser warrants that the S12ing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not Intended to circumvent the need for a design professional as determined by the authorlity having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-partV certified to sustainable fares" standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docunient-library. The product application, input design loads, dimensions and support info. mation have been provided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Joist Building Use: Residential Building Code : IBC 2015 Design Methodology : Aso 0 SUSTAINABLE FORESTRY INITIATIVE 9/1/2018 11:16:40 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page 1 of 1 4 E MEMBER REPORT UPPER FLOOR PLAN, R3 4-]FORTE� 1 piece(s) 14" TH@ 230 @ 1611 OC PASSED Overall Length: 20' 1" 0 N 9 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LIDIF Load., Combination (Pattern) Member Reaction (lbs) 570 @ 2 1/2" 1360 (2.25") Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 559 @ 3 1/2" 2237 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2772 @ 10' 1/2" 5739 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.208 @ 10' 1/2" 0.656 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.358 @ 10' 1/2" 0.983 Passed (L/660) 1.0 D + 10 S (All Spans) TI-ProTm Rating 47 40 Passed Deflection criteria: ILL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 51 8" a/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 11" a/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down, Additional considerations for the TI-Prol" Rating include: 5/8" Gypsum ceiling. Supports Rearing Length Loads to Supports (Ibs) Accessories Total Av ilable Required Dead Sno Total I - Stud wall - SPF 3.50" 2.25" 1.75" 241 335 576 11/4' Rim Board 2 - Stud wall - SPIF 3.50" 2.25" 1.75" 241 335 576 11/4" Rim Board - RIM 13oard is assumed to carry all loads applied directly above It, bypassing the member beirg designed. Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 20' 1" 16" 18.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technIcal reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been prcvided by Forte Software Operator Forte Software Operator Job Notes KRISHAN KUMAR MAINLAND ENGINEERING CONSULTANTS CORPORATION (604) 543-8044 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 9/1/2018 11 :17:27 AM Forte v5.4, Design Engine: V7.1.1.3 UR801.4te Page I of 1 4E ASCE Seismic Base Shear SEISMIC ANALYSIS Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "I" : Buildings and other structures that represent a low hazard to huma�CE 7-10, Page 2, Table 1.5-1 life in the event of failure. Seismic Importance Factor ASCE 7- 10, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping SS 1.330 g, 0.2, sec response S1 0,520 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site ClassificalioYD" : Shear Wave Veloc�ty 600 to 1,200 ft/sec D ASCE7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table vai Fv 1.50 Maximum Considered Earthquake Accelerat S MS � Fa * S�s 1.330 ASCE 7-10 Eq. 11.4-1 Smi �Fv*Sl 0.780 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S S 2/3 = 0.887 ASCE 7-10 Eq. 11.4-3 DS ms S D1 Smi 9/3 = 0.520 ASCE 7-10 Eq. 11.4-4 Seismic Design Category D 7- 10 Table 11- 6-1 & -2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System Rearing Wall Systems 13.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient I = 6.50 Building height Limits : System Overstrength Factor " Wo = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd' = 4.00 Category "C" Limit: No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 7-10 for all applicable footn( Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure 4SCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Ecluivalent Lateral Force Procedure" is being used accordina to the movisions of ASCE 7-10 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calcul�All Other Structural Systems Ct " value 0.020 hn Height from base to highest leve 25.0 ft x " value 0.75 Ta Approximate funclemental period using Eq. 12.8-7 : Ta = Ct * (hn A X) 0.224 sec "TIL" Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method sel(= 0.224 sec Cs Response Coefficient ASCE 7-10 Section 12. 8. 1. 1 SDS: Short Period Design Spectral Response 0.887 From Eq. 12.8-2, Preliminary Cs 0.136 R Response Modification Factor 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceE = 0.358 I Seismic Importance Factor 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.039 Cs : Seismic Response Coefficient 0.1364 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs 0.1364 from 12.8.1.1 W (see Sum W! below) = 475.93 k Seismic Base Shear V = Cs, * W = 64.92 k 47 � ASCE Seismic Base Shear Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi - Hi,1k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 3 88.56 30.00 2,656.80 0.3080 19.99 19.99 0.00 2 190.58 21.00 4,002.14 0.4639 30.12 50.11 179.94 1 196.79 10.00 1,967.92 0.2281 14.81 64.92 731.18 Sum Wi 475.93 k Sum Wi * Hi = 8,626.86 k-ft Total Base Shear 64.92 k Base Moment = 1,380.4 k-ft Diaphragm Forces: Seismic Design Category "B" to 7" ASCE7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum \Afi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 88.56 19.99 19.99 88.56 19.99 15.70 31.41 19.99 19.99 2 190.58 30.12 50.11 279.14 34.21 33.80 67.59 34.21 34.21 1 196.79 14.81 64.92 475.93 26.84 34.90 69.80 34.90 34.90 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 S DS I * Wpx MAX Req'd Force P Level. . 0.40 S DS 1 * WPX Fpx: Design Force @ Level . Wpx SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top I-evel 4E MAINLAND ENGINEERING CORPORATION Project: ISINGLE FAMILY DWELLING Sheet 149 1 1 Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: 17-19 1 1 Date: 123-Jan-19 By: IBS lChk: JAB SEISMIC ANALYSIS (BUILDING) DEAD WEIGHT OF ROOF 18 #/SQ. FT. DEAD WEIGHT OF FLOOR 26 #/SQ. FT. AVG. WEIGHT OF WALLS 12 #/SQ. FT. AREA OF ROOF 3430 SQ FF. AREA OF UPPER FLOOR 3245 SO FT. AREA OF MAIN FLOOR 3785 SQ FT. PARAPET WALL LENGTH AT ABOVE ROOF 300 TOTAL AVG. WALL LENGTH AT EACH FLOOR 850 HEIGHT OF WALLS UNDER ROOF FRAMING - 9 HEIGHT OF WALLS UNDER UPPER FLOOR FRAMING - 10 HEIGHT OF WALLS UNDER MAIN FLOOR FRAMING 9 HEIGHT OF PARAPET (AVEGAGE) 3 BUILDING WEIGHT: WT. OF MAIN ROOF (1/2 OF WALL HT.+PARAPET) 118440 WT. OF UPPER FLOOR AND WALLS(l /2 UPPER+ 1 /2 BELOW HEIGHT) 181270 WT. OF MAIN FLOOR AND WALLS(1/2UPPER+1/2 BELOW HEIGHT) 195310 TOTAL WEIGHT OF BUILDING (W) 495020 DESIGN BASE SHEAR SEE NEXT PAGE (EQUIVALENT LATERAL FORCE PROCEDURE) V = 0.1364 x W 0.1364 x 495020.000 67521 47265 DISTRIBUTION OF SEISMIC FORCES FT, FT. FT. FT. FT. FT. # (SD) # (ASD) LEVEL HT.OF STORY "H" WEIGHT OF STORY"W" WxH 4 FT. FORCE(#) [(WxH)xV]/(TOTAL W xH) FORCE (PSF) FORCE (PSF) SD ASD ROOF 30 118440 3553200 25761 4.51 UPPER FLOOR 21 181270 3806670 -7.5 27599 8.5 5.10 MAIN FLOOR 10 .195310 .1953100 14160 13,7 2.24 1 TOTAL = 1495020 1-�9312970 167520.7 119.8 11.85 SUITE 204 7795 128TFI STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: SINGLE FAMILY DWELLING ISheet 150 1 Location: 15712 - 72 AVE. WEST,EDMONDS WA lJob No.: 117-19 1 Date: 23-Jan-19 I By: IBS IChk: JAB HORIZONTAL WIND FORCE: HORZ. WIND PRESSURE (ZONE A) 31.32 HORZ. WIND PRESSURE (ZONE C) 20.88 BUILDING LENGTH 174 FT. BUILDING WIDTH 111 FT. MEAN ROOF HEIGHT '13 FT. AVG. PARAPET HEIGHT 3 FT. a 5.2 FT. PARAPET WIND PRESSURE = 2.25 * WALL PRESSURE WIND FORCES AT EACH STORY (ASDI PSF PSF (SEE WIND ANALYSIS PAGE) 18.79 12.53 PSF (ASD) PSF (ASD) DESG. PARAPET WIND (PSF) PARAPET HEIGHT INT. WALL WIND(PSF) END WALL WIND(PSF) WALL TRIB. HEIGHT WIND(PLF) WIND(PLF) WIND UPWARD (PSF) INT. ZONE END ZONE ROOF 28.188 5 12.53 18.79 5.00 204 235 -20.14 UPPER FLOOR 12.53 18.79 10.00 125 188 MAIN FLOOR 12.53 18.79 10.00 125 188 SUITE 204 7795 128TI-1 STREET SURREY, B.C. V3W 4E6 Project Title: Engineer: Project ID: Project Descr: ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 soft... pyright ENERCALC, INC. 1983-2018, Build: 10. 18.9.11 Description : BUILDING WIND ANALYSIS Analytical Values Calculations per ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A, B or C 11G.0 mph Roof Slope Angle 0 to, 5 degrees Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed as Category 1, 111, and IV Exposure Category per 26.7 Exposure B MRH : Mean Roof Height 33.0 ft Lambda : per Figure 28.6-1, Page 305 1.05 Effective Wind Area of Component & Clad, 10.0 ftA 2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(O.1 0 * LHD, 0.4*MRH)) 3.00 ft max (0.04 * LHD, 3, min(O.10 * LFID, 0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4 = 16 PSF on entire vertical plane Horizontal Pressures ... Zone: A = 20.16 psf Zone: C = 16.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Zone: E = -24.26 psf Zone: G -16.80 psf Zone: F = -13.76 psf Zone: H -10.61 psf Overhangs ... Zone: Eoh -33.92 psf Zone: Goh -26.57 psf Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda Kzt * Ps30 per Eq 30.5-1 Roof Zone 1 Positive 10.000 risf Minimum Additional Load Case per 28.4.4 16 PSF Negative -22.890 psf on entire vertical plane Roof Zone 2 Positive 10.000 psf Negative -38.325 psf Roof Zone 3 Positive 10.000 psf Negative -57.750 psf Wall Zone 4: Positive 22.890 psf Negative -24.780 psf Wall Zone 5: Positive 22.890 psf Negative -30.555 psf Roof Overhang Zone 2: -32.970 psf Roof Overhang Zone 3: -54.180 psf 51 Project: ]SINGLE FAMILY DWELLING Sheet 1 521 1 1 Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: JUR801 I I Date: 131-Mar-19 By: IKK IChk: JAB ROOF FRAMING SEISMIC FORCE (SF) 6.8 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GRID #1 TO #7) 204 PLF (INTERIOR ZONE) 235 PLF (END ZONE) SHEAR LINE TRIB. WALL LENGTH FOR WIND FORCES ='B'ft WIND SHEAR FORCE B*WF TRIB. SEISMIC AREA 'A'SQ.FT= SEISMIC SHEAR FORCE 'V'= A*SF GOVERNING LOAD (W (wind) or E (Seismic) ROOF DIAPH. LENGTH'L'-- FT. ROOF DIAPH. SHEAR=V/L --- #/LF USE ROOF DIAPH. FR1/Fl I SHEAR WALL PANELS--+---+-- TOTALT= -------- FT * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' WALL SHEAR v = V/ (I * Co) (#/LF) SHEAR PANEL USED(SEE SCHEDULE) ANCHOR BOLT USE - 0 PENAL HIGHT 'Hl' FT. SMALLEST PENAL LENGTH = 'L' FT M.O.T. #FT PANEL DL (ROOF+WALL) = 'W' #/FT M.O.R = WL 2 /2 #FT D.L. REACTION FROM HEADER ='R' UPLIFT ON PANEL # �(MOT-0.6OxMOR)-R STRAP WITH FLOOR BELOW 1 T-0 1644 194 1311 WIND 2 7. " 47.7 ROOF-1 0 �: 11) �-- Z >- 2 ca u.j 0 .7i Lu Lu OE Lu Lu LA M Ln 0 ENDZONE 2 12.5 2936 1105 7489 SEISMIC 61 122.8 ROOF -I 3.5+3+5.5 12 1 624.1 12 N.A. 9.0 3 16849.48 135.0 607.5 1640.0 3855.0 MST60 3 1985 443 2999 SEISMIC 92.8 32.3 ROOF -I 4+4.75 8.75 1 342.7 10 N.A. 9.0 4 12338.13 �35 -0 1080.0 0.0 2922.5 CS16 INTERIOR ZONE 4 5 8.3 5.3 1680 1069 289 778 1955 5273 SEISMIC SEISMIC 92.8 96.8 21.1 54.5 ROOF -I ROOF-1 9.5+3.5 14 13 14 1 1 150.4 376.6 9 10 N.A. N.A. 9.0 9.0 3.5 14 4737.56 47453.01 351.0 135.0 2149.9 13230.0 0.0 0.0 985.0 2822.5 CS16 CS16 ENDZONE 616.1 7 4.3 3.0 998 705 359 357 2433 2416 SEISMIC SEISMIC. 11.5 11.5 211.6 210.1 ROOF-1 ROOF-1 11.5+17.5 9.25+0 29 9.25 1 1 . 83.9 261.2 9 9 N.A. N.A. 9.0 9.0 11.5 9.25 8683.17 21744.21 181.0 181.0 11968.6 7749'4 0.0 0.0 130.6 1848.5 CS1 6 CS16 /'70q 'Co' SHEAR CAPACITY ADJUSTMENT FACTOR : ACCOUNTS FOR STRENGTH REDUCING EFFECT OF OPENING ON SHEAR WALL SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: SINGLE FAMILY DWELLING ISheet 153 1 1 Location: 15712 - 72 AVE. WEST,EDMONDS WA lJob No.: JUR801 I I Date: 31-Mar-19 I By: IKK IChk: JAB ROOF FRAMING SEISMIC FORCE (SF) 6.8 #ISQ FT. (ASD) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) 204 PLF (INTERIOR ZONE) 235 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE A/ A.1 B C D G TRIB. WALL LENGTH FOR WIND FORCES ='B'ft 11.3 17.8 13.5 29.5 22.5 WIND SHEAR FORCE B*WF 2643 3614 2748 6006 5285 TRIB. SEISMIC AREA 'A'SQ.FT= 890 591 454 1178 q?4 SEISMIC SHEAR FORCE 'V'= A*SF 6032 4002 3077 7980 6262 GOVERNING LOAD (W (wind) or E (Seismic) SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC ROOF DIAPH. LENGTH'L'-- FT. 34.25 34.25 36.5 35.5 44.5 ROOF DIAPH. SHEAR=V/L --- #/LF 176.1 116.8 84.3 224.8 140.7 USE ROOF DIAPH. FR1/Fl ROOF-1 ROOF-1 ROOF-1 ROOF-2 ROOF-1 SHEAR WALL PANELS--+---+-- 8,5 13�5 12.5+8.25 8.75 17+10 TOTALT= -------- FT 8.5 13.5 20.75 8.75 27 * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 1 1 WALL SHEAR v = W (I * Co) (#/LF) 709.6 296.4 148.3 912.0 231.9 SHEAR PANEL USED(SEE SCHEDULE) Z�, 12 9 9 13 9 ANCHOR BOLT USE u N.A. N.A. N.A. N.A. N.A. PENAL HIGHT 'Hl' FT. 9.0 9.0 9.0 9.0 e.0 SMALLEST PENAL LENGTH = 'L' FT 8.5 13.5 8.25 8.75 10 M.O.T. #FT 54284.29 36016.71 11009.71 71819.95 20873.36 PANELDL(ROOF+WALL) = 'W' #/FT 297.0 350.0 245.0 526.0 181.0 M.O.R = WL 2 /2 #FT 10729.1 31893.8 8337.7 20135.9 9050.0 D.L. REACTION FROM HEADER ='R' 825.0 0.0 0.0 0.0 0.0 UPLIFT ON PANEL # �(MOT-0.6OxMOR)-R 4804.0 1250.4 728.1 6827.2 1544.3 ,STRAP WITH FLOOR BELOW MST60 CS16 CS16 CMST12 CS16 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: ISINGLE FAMILY DWELLING Sheet 54 Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 131-Mar-19 By: KK Chk: AB UPPER FLOOR FRAMING SEISMIC FORCE (SF) 5.0 #/SQ FT. (ASID) LATERAL ANALYSIS (ALONG GRID #1 TO #7) WIND FORCE (WF) 125 PLF (INTERIOR ZONE) 188 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE for level above 1 2 3 4 5 6/6.1 7 SHEAR FROM ROOF @ LINE 'Vr' 1644 7489 2999 1955 5273 2433 2416 SHEAR LINE AT THIS LEVEL 1 2 3 4 5 6/6.1 7 TRIB. WALLLENGTH FOR WIND FORCES ='B'ft 7.0 12.5 9.8 8.3 5.3 15.8 15.8 WIND SHEAR FORCE(THIS LEVEL) = B�WF 1315 2349 1832 1034 65 2960 2960 1 TRIB. SEISMIC AREA = 'A'SQ.FT� 1195 1486 443 1289 1778 359 1357 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' = A -SF 978 2437 2219 j 1447 3902 1800 1788 GOVERNING LOAD (W (wind) or E (Seismic) WIND SEISMIC SEISMIC SEISMIC SEISMIC WIND WIND TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 2960 9926 5218 3402 9174 5393 5376 FLOOR DIAPH. LENGTH'L'-- FT. 27.5 61 92.8 92.8 96.8 11.5 11.5 FLOOR DIAPH. SHEAR=V/L --- #/LF 47.8 40.0 23.9 15.6 .40.3 257.4 257.4 USE ROOF/ FLOOR DIAPH. 1R1/F1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-2 FLOOR-2 SHEAR WALL PANELS--+---+-- co Lu 0 Ln U 7 _j Lu ui w = F_ Lu V) 00 Ln C) Ln 3.75+3,5 6 3.5+4.25+5.75 6.5+3.25 11.5+28 12:00:00 TOTALT= -------- FT 7.25 6 113,5 9.75 34 34 * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 1369.1 869.7 252.0 941.0 158.6 158.1 SHEAR PANEL USED(SEE SCHEDULE) ILI 12 Both Side 13 9 13 9 9 ANCHOR BOLT USE N.A. N.A. N.A. N.A. N.A. N.A. PENAL HIGHT 'H1' FT. 10.0 1 0�0 10.0 10.0 10.0 10.0 SMALLEST PENAL LENGTH 'L' FT 3.5 6 3.5 3.25 11.5 22.5 M.O.T. #FT 47918.7 52180.5 8820.1 30581.1 18240.0 35574.9 PANEL DL (ROOF+FLOOR+WALL) = 'W' #/FT 710.0 250.0 594.0 378.0 667.0 667.0 2/2 M.O.R = WL #FT 4348.8 4500.0 3638.3 1996.3 44105.4 168834.4 D.L. REACTION FROM HEADER ='R' 0.0 io.0 '0.0 '0.0 0.0 0.0 UPLIFT ON PANEL # {(MOT-0.6OxMOR)-R 12945.6 1 8246.8 --1182L3 -715.1 -2921.1 STRAP WITH FLOOR BELOW IHD12 IGMST12 ICS16 ___j9041.0 ICMST12 NOT REQ. NOT REQ. SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: ISINGLE FAMILY DWELLING ISheet 155 1 ----------- ----F Location: 115712 - 72 AVE. WEST,EDMONDS WA jJob No.: JUR801 I Date: 131-Mar-19 I By: IKK IChk: JAB UPPER FLOOR FRAMING SEISMIC FORCE (SF) 5.0 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) 125 PLF (INTERIOR ZONE) 188 PLF (END ZONE) ENDZONE INTERIOR ZONE END ZONE SHEAR LINE for level above A / A.1 B C D G SHEAR FROM ROOF @ LINE 'Vr' 6032 4002 3077 7980 6262 SHEAR LINE AT THIS LEVEL A / A.1 B C D G TRIB. WALL LENGTH FOR WIND FORCES ='B'ft 11.3 17.8 13.5 29.5 22.5 WIND SHEAR FORCE(THIS LEVEL) = B-WF 2114 2224 1691 13696 4228 TRIB. SEISMIC AREA = 'A'SQ.FT= 1311 472 261 11068 969 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' A -SF 1557 2365 1306 5356 4857 GOVERNING LOAD (W (wind) or E (Seismic) WIND SEISMIC WIND SEISMIC SEISMIC TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 8146 16366 4768 13336 11119 FLOOR DIAPH. LENGTH'L'-- FT. 34.25 34.25 36.5 35.5 44.5 FLOOR DIAPH. SHEAR=V/L --- 9/1-17 61.7 69.0 46.3 150.9 109.1 USE ROOF/ FLOOR DIAPH. IRJ/ 1 1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- 6.5 5.5+7.5 7.5+12 8.75 21+5 TOTALT= -------- FT 6.5 13 19.5 8.75 26 * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 1 1 WALLSHEAR v = V/(I*Co) (#/LF) 1253,2 489.7 244.5 1524.1 427.7 SHEAR PANEL USED(SEE SCHEDULE) A 12 Both Side 11 9 12 Both Side 10 ANCHOR BOLT USE C-) N.A. N.A. N.A. N.A. N.A. PENAL HIGHT 'H1' FT. 10.0 10.0 10.0 10.0 10.0 SMALLEST PENAL LENGTH = 'L' FT 6.5 5.5 7.5 8.75 5 M.O.T. #FT 81456.9 26935.2 18338.7 133361.7 21383.0 PANEL DL (ROOF+FLOOR+WALL) = 'W' #/FT 769.5 822.5 300.0 998.5 653.5 M.O.R = WI-2/2 #FT 16255.7 12440.3 8437.5 38223.8 8168.8 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 0.0 0.0 UPLIFT ON PANEL # f(MOT-0.6OxMOR)-R 11031.3 3540.2 1770.2 12620.3 3296.4 STRAP WITH FLOOR BELOW 12-CMST12 jHD51B ICS16 12-CMST12 HD513 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: [SINGLE FAMILY DWELLING IS-heet -T--- 561 1 Location: 15712 - 72 AVE. WEST,EDMONDS WA I 1job No.: JUR801 I I Date: 131-Mar-19 I By: I IKK IChk: JAE3 MAIN FLOOR FFLAMING SEISMIC FORCE (SF) 2.3 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GRID #1 TO #7) WIND FORCE (WF) 125 PLF (INTERIOR ZONE) 188 PLF (END ZONE) ENDZONE INTERIOR ZONE END ZONE SHEAR LINE for level above 1 2 3 4 5 6/6.1 TOTAL SHEAR FROM ABOVE @ LINE 'Vr' 2960 9926 5218 3402 9174 5393 SHEAR LINE AT THIS LEVEL 1 2 3 4 5 6/6.1 TRIB. WALL LENGTH FOR WIND FORCES ='B'ft 7.0 12.5 9.8 8.3 5.3 15.8 WIND SHEAR FORCE(THIS LEVEL) = B�WF 1315 2349 1832 1034 658 1973 TRIB. SEISMIC AREA = 'A'SQ.FT= 353 654 925 1079 520 178 ,SEISMIC SHEAR FORCE(THIS LEVEL) 'V'= A*SF 815 1511 2138 2494 1203 410 GOVERNING LOAD (W (wind) or E (Seismic) WIND WIND SEISMIC SEISMIC SEISMIC WIND TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 4275 12275 7356 5896 10377 7366 FLOOR DIAPH. LENGTH'L'-- FT. 27.5 61 92.8 92.8 96.8 11.5 FLOOR DIAPH. SHEAR=V/L --- #/LF 47.8 38.5 23.0 26.9 12.4 171.6 USE ROOF/ FLOOR DIAPH. 1R1/F1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- Z cc 2i 0 -j Lu 0 i-- u Ln Lu Lu Lu ccf P- Lu V) CO Ln 0 -j z 0 u >- cc 0 �u Ln Lu Cf Lu co 0 5.5+4,25+3.75 20+5 7 __j TOTALT= -------- FT 13.5 25 7 -j < SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 544.9 235.8 1482.4 Z 0 SHEAR PANEL USED(SEE SCHEDULE) 11 9 13 Both Side u ANCHOR BOLT USE 0 2 1 I 5 >- - PENAL HIGHT 'H1' FT. 8.0 80 8.0 LLJ 1-- SMALLEST PENAL LENGTH 'L; FT 3.75 5 7 �n- M.O.T. #FT 16346.8 9434.0 83015.3 Lu PANEL DL (ROOF+ FLOOR+WALL) = 'W' #/FT 412.0 756.0 621.0 - Lu M.O.R = WL2/2 #FT 2896.9 9450.0 15214.5 0 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 UPLIFT ON PANEL # �(MOT-0.6OxMOR)-R 3895.7 752.8 10555.2 STRAP WITH FLOOR BELOW HD7B HD513 HD12 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 MAINLAND ENGINEERING CORPORATION Project: SING E FAMILY DWELLING ISheet -- 157 1 11 Location: 15712 - 72 AVE. WEST,EDMONDS WA lJob No.: JURB01 I -F- , Date: 03-Apr-19 I By: IKK IChk: JAB MAIN FLOOR FRAMING SEISMIC FORCE (SF) 2.3 #/SO FT. (ASID) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) 125 PLF (INTERIOR ZONE) 188 PLF (END ZONE) END ZONE INTERIOR ZONE ENDZONE SHEAR LINE for level above A / A.1 B C D TOTAL SHEAR FROM ABOVE @ LINE 'Vr' 8146 6366 4768 _ 13336 11119 rG SHEAR LINE AT THIS LEVEL A/A.1 B C- D TRIB. WALL LENGTH FOR WIND FORCES ='B'ft 11.3 17.8 13.5 29.5 22.5 WIND SHEAR FORCE(THIS LEVEL) = B�WF 2114 2224 2537 5544 4228 1 .TRIB. SEISMIC AREA = 'A'SQ.FT= 403 594 451 1317 1057 ISEISMIC SHEAR FORCE(THIS 1-FVFI ) 'V'= A -SF 932 1373 11042 3045 2443 1 GOVERNING LOAD (W (wind) or E (Seismic) WIND WIND WIND WIND WIND TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 10260 8590 7305 18880 15347 FLOOR DIAPH. LENGTH'L'-- FT. 34.25 34.25 36.5 35.5 44.5 FLOOR DIAPH. SHEAR=V/L --- #/LF 61.7 64,9 69.5 156.2 95.0 USE ROOF/ FLOOR DIAPH. lRl/Fl FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- 0 0 z 0 CL V) >- Cn 0 Ln Ln Lu Lu uj 2 < 4.5 12.5 15.25 TOTALT= -------- FT 11.5 12.5 15�25 < SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 3: WALLSHEAR v = V/(I*Co) (#/LF) 747.0 584.4 1238.0 z SHEAR PANEL USED(SEE SCHEDULE) 1'� 12 12 Both Side 0 U ANCHOR BOLT USE 3' 2 cc PENAL HIGHT 'Hl' FT. 8.0 -4 8.0 8.0 0 Lu SMALLEST PENAL LENGTH 'L' FT 4.5 12.5 15.25 V) 7) M.O.T. #FT 26891,1 58439.9 151038.5 Lu cc PANEL DL(ROOF+FLOOR+WALL) = 'W' #/FT 1295.0 772.5 1471.0 Lu co M.O.R = WL2/2 #FT 13111.9 60351.6 171049.7 0 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOEI� 4227.6 11778.3 13174.3 STRAP WITH FLOOR BELOW HD7B jHD5B jHD5B SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 57 MAINLAND ENGINEERING CORPORATION Project: SINGLE FAMILY DWELLING Sheet 58 Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 31-Mar-19 113y: BS Chk: is MAX FRAMING / WALL LOAD AT CONC GRADE BEAM F RAM I N GfWALL LOAD ROOFLOAD FLOOR LOAD WALL -LOAD FOOTING (GRID LINES) DL+LL Max. Span CONC. WALL STUD WALL LOAD HEIGHT TOTAL LBS/FT SEE CAL LL+DL HEIGHT DL+LL Span WALL 1 / 7' 43 28 100 10 74 28 12 30 4636 CF-2 4039.75 WALL A/G 43 20.75 100 10 74 20.75 12 51 JCF-2 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 58 MAINLAND ENGINEERING CORPORATION APPENDIX - A 59 DOUGLAS FIR- LARCH FRAMING LUMBER 2" - 4" THICK 2" - 4" THICK BEAMS & POSTS & 2" & WIDER 2" & WIDER STRINGERS TIMBERS GRADE#2 GRADE#1 GRADE#1 GRADE#1 (PSI) (PSI) (PSI) (PSI) Fb (SGL) 875 1000 1350 1200 Fb(REP) 1 1006 1000 Ft 575 675 675 825 Fv 95 95 85 85 Fc (PERP) 625 625 625 625 Fc(PAR) 1300 1450 925 1 cloo E 116000001 1700000 1600000 1600000 SECTION PROPERTIES SIZE b d A Cf S CFS I WEIGHT (IN) (IN) (IN 2) (IN') (IN) (IN 4) (PSF) 2x4 1.50 3.50 5.25 1.500 3.06 4.59 5.36 1.28 2x6 1.50 5.50 8.25 1,300 7.56 9.83 20.80 2,01 2x8 1.50 7.25 10.88 1,200 13.14 15.77 47.63 2.64 2x10 1.50 9.25 13.88 1,100 2 1.39 23.53 98.93 3.37 2x12 1.50 11.25 16.88 1,000 31.64 31.64 177.98 4.10 2x14 1.50 13.25 19.88 0.900 43.89 39.50 290.78 4.83 4x4 3.50 3.50 12.25 1.500 7.15 10.72 .12.51 2.98 4x6 3.50 5.50 19.25 1.300 17.65 22.94 48.53 4.68 4x8 3.50 7.25 25.38 1.200 30.66 36,79 111.15 6.17 4x10 3.50 9.25 32.38 1.100 49.91 54.90 230.84 7.87 4 x 12 3.50 11.25 39.38 1.000 73.83 73.83 415.28 9.57 4x14 3.50 13.50 47.25 0.900 106.31 95.68 717.61 11.48 6x6 5.50 5.50 30.25 1.000 27.73 27.73 76.26 7.35 6 x 8 5.50 7.50 41.25 1.000 51.56 51.56 1'93.36 10.03 6x10 5.50 9.50 52.25 1.000 82.73 82.73 392.96 12.70 6 x 12 5.5o 11.50 63.25 1.000 121.23 121.23 697.07 15.37 6x14 5.50 13.50 74.25 0.987 167.06 164.89 1127.67 18.05 8x8 7.50 7.50 56,25 1.000 70.31 70�31 263.67 13.67 8x10 7.50 9.50 71.25 1.000 112.81 112.81 535.86 17.32 8 x 12 7.50 11.50 86.25 1.000 165.31 165.31 950.55 20.96 8x14 7.50 13.50 1 0 101.25 0.987 227.81 , 224.85 1537.7 24.61 SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 59 MAINLAND ENGINEERING CORPORATION APPENDIX -13 60 SHEAR WALL SCHEDULE PER 2015 IBC FRAMING NOTES: - A) ALL EXTERIOR WALL TO BE SECURED WITH 1/2" DIA.xl2" ANCHOR BOLTS AT 64" O.C. UNLESS NOTED OTHERWISE. B) AN ALTERNATE TO ANCHOR BOLTS USE PHILLIPS RED HEAD SCREWS C) ALL INTERIOR WALLS TO BE ANCHORED WITH SHOT PINS (RAMSET # 3348 OR EQUIV.) AT 36" O.C. AT BEARING WALLS AND 48" 0.. AT NON BEARING D) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. E) A MINIMUM OF 1/2" EDGE DISTANCE IS REQUIRED FOR NAILING AT THE 3x BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE NOTED. MARK SHEAR (EQ) SHEAR (WIND) PLATE TO BLKG.. A IDESCRIPTION #/FT. #/FT. NAILING REQ.. 9 15/32" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 6" O.C. AT 280 307 16d @ 5" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2015 SDPWS) W/2x FRAMING * OR A35 @ 20" O.C. 10 15132" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4" O.C. AT 430 447 16d @ 3-1/2" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2015 SDPWS) W/2x FRAMING * OR A35 @ 12" O.C. 11 15/32" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3" O.C. AT 550 575 16d @ Y O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2015 SDPWS) W/2x FRAMING * OR A35 @ 10" O.Cm 12 15132" STRUCTURAL I PLYWOOD WITH 10d NAILS @ 3" O.C. AT 665 840 A35 @ 7" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2015 SDPWS) W/2x FRAMING ** 13 1/2" STRUCTURAL I PLYWOOD WITH 10d NAILS @ 2" O.C. AT 870 1077 A35 @ 7" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2015 SDPWSC) W/2x FRAMING SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 60 MAINLAND ENGINEERING CORPORATION I APPENDIX - C 1 611 ANCHOR BOLT SCHEDULE MARK DESCRIPTION SHEAR 0 PER ANSI/AWC NDS 2015 TABLE 12E -#/FT. 1 5/8" DlA. x 12" ANCHOR BOLTS @ 48" O/C IN 2 x PLATE * 372 2 5/8" DIA. x 12" ANCHOR BOLTS @ 32" O/C IN 2 x PLATE * 558 3 5/8" DIA. x 12" ANCHOR BOLTS @ 24" O/C IN 2 x PLATE 744 4 5/8" DIA x 12" ANCHOR BOLTS @ 16" O/C IN 2 x PLATE 1119 ROOF / FLOOR DIAPHRAGM SCHEDULE MARK DESCRIPTION SHEAR = PER TABLE4.2A/4.2C 2015SDPWS (AF&PA) #/FT. ROOF-1 15132" STRUCTURAL I UNBLOCKED W/10d" NAILS @ 6", 6", & 215 12" OIC AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES ROOF-2 15/32" STRUCTURAL I UNBLOCKED W/1 Od" NAILS @ 6", 6", & 285 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY CASE 1 ROOF-3 15/32" STRUCTURAL I BLOCKED W/1 Od" NAILS @ 4", 6", & 425 10"01C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ROOF-4 15/32" STRUCTURAL I BLOCKED W/10d— NAILS @ 2.5",4", & 575 10" OIC AT BOUNDARY, EDGEAND FIELD RESPECTIVELY ROOF-5 15132" STRUCTURAL I BLOCKED W/1 Od— NAILS @ 2". 3", & 10' O/C AT 730 BOUNDARY, EDGE AND FIELD RESPECTIVELY FLOOR-1 19/32" CDX PLYWOOD UNBLOCKED W/10d** NAILS @ 6", 6", & 215 112" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES FLOOR-2 19/32"CDX PLYWOOD UNBLOCKED W/10d— NAILS @ 6",6", & 285 12- O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY CASE 1 FLOOR-3 19132" CDX PLYWOOD BLOCKED W/1 Od" NAILS @ 4", 6", & 425 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY Note : * Sill plate is anchored by two times the required number of bolts per table 1911.2 Framing at adjoining panel edges shall be 3 inches nominal or wider and nails shall be staggered where both of the following conditions are met: 1. 10d nails having penetration into framing of more than 1-1/2 inches and 2. Nails are spaced 3 inches o/c or less. SUITE 204 7795 128TH STREET SURREY, B.C. V3W 4E6 61 MAINLAND ENGINEERING CORPORATION I APPENDIX - D 1 621 ALLOWABLE LOADS SOIL BEARING CAPACITY 3000 PSF PER SOIL REPORT BY GEOTECH CONSULTANTS, INC. 2401 10TH AVE. E SEATTLE, WASHINGTON 98102 PROJECT NO.- JN 18021 DATED- JANUARY 25, 2018 PHONE NO.- (425) 747-5618 A. CONTINUOUS FOOTINGS FOR 18" DEEP CONTINUOUS FOOTINGS NET SOIL BEARING 2,775 PLIF CF-1 18" WIDE x 18" DEEP W/ 1 #4 AT TOP & 244 AT BOTTOM W/ #4 TRANSVERSE REBARS @ 24" O.0 CAPACITY = 2775 X 1.5 4,163 PLF CF-2 24" WIDE x 18" DEEP W/ 1 #4 AT TOP & 344 AT BOTTOM W/ #4 TRANSVERSE REBARS @ 24" O.0 CAPACITY = 2,775 x 2.0 5,550 PLEF CF-3 36" WIDE x 18" DEEP W/ 2 #5 AT TOP & 345 AT BOTTOM W/#4 TRANSVERSE REBARS @16"O.0 CAPACITY = 2,775 2.25 6,244 PLF B. ISOLATED PAD FOOTINGS F-I T-O" xT-0" SQ. X 18" DEEP W/ -4 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,775 x 3 2 24,975 # F-2 4'-0" x4'-O" SQ. X 18" DEEP W/ -5 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,775 x 4 .02 44,400 # F-3 5'-0" x5'-O" SQ. X 18" DEEP W/ -7 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,775 x 5 .02 69,375 # SUITE 204 7795 128TF-I STREET SURREY, B.C. V3W 4E6 62 MAINLAND ENG114EERING CORPORATION APPENDIX - E 63 TOP SPLICE SCHEDULE MARK 16d NAILS 3/4 BOLTS LOAD PER REMARKS E.S E.S A 8 1140 SEE SP-1 B 12 1710 SEE SP-1 c 16 - 2280 SEE SIP-1 D - 2 4140 SEE SP-2 E - 3 6200 SEE SP-2 SEE SP-2 IF - 4 8250 G - 5 11800 SEE SP-2 H - 6 14160 SEE SP-2 SUITE 204 7795 128TI-I STREET SURREY, B.C. V3W 4E6 63 RetainPro(c)1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: BC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height 4.00 ft Allow Soil Bearing 3,000.0 psf Wall height above soil 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall 0.00 Height of Soil over Toe 8.00 in Water heiQht over heel 0.0 ft Passive Pressure 0.0 psf/ft Surcharge Loads Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic Method : Uniform Multiplier Used 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning 3.93 OK Sliding 1.71 OK Total Bearing Load 1,841 lbs ... resultant ecc. 2.40 in Soil Pressure @ Toe 706 psf OK Soil Pressure @ Heel 346 psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 989 psf ACI Factored @ Heel 484 psf Footing Shear @ Toe 3.2 psi OK Footing Shear @ Hee 3.0 psi OK Allowable 90.0 psi Sliding CaIcs Lateral Sliding Force 539.6 lbs less 0 %Passive Force 0.0 lbs less 100% Friction Force 920.4 lbs Added Force Req'd o.o lbs OK .... for 1.5 Stability 0.0 lbs OK Soil Density, Heel 130.00, pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction 0.500 Soil height to ignore for passive pressure 0.00 in d Applied to Stem Lateral Load 0.0 #Ift ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft Load Type Dead Load (D) (Service Level) Wind on Exposed Stem 0.0 psf (Service Level) Uniform Seismic Force = 38�667 Total Seismic Force = 186.889 Stem Construction 11 Design Height Above Ftc ft Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level lbs Strength Level lbs Moment .... Actual Service Level ft-# Strength Level ft-# Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,ACI 1.200 1.600 1.600 1.000 1.000 Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom [Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 16.00 Edge 0.145 602.7 906.7 6,274�3 psi = psi = 8.1 psi = 90.0 in2 = in = 6.19 psi = psi = psf 100.0 = ASD psi = 3,600.0 psi = 60,000.0 M-11 RetainPro(c)1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: BC , 2018,ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0343 in2/ft (4/3) * As : 0.0458 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy: 200(12)(6.1875)/60000 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area 0. 1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.207 in2[ft #6@ 27.50 in #60 55.00 in Footing Dimensions & Strengths Toe Width 1.00 ft Heel Width 2.50 Total Footing Width 3.50 Footing Thickness 10.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Densit� 150.00 pcf Min. As % 0.0020 Cover @ Top 1.50 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 989 484 psf Mu': Upward 470 962 ft-# Mu': Downward 127 1,301 ft-# Mu: Design 343 339 ft-# Actual 1 -Way Shear 3.18 3.01 psi Allow 1 -Way Shear 48.00 48.00 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.76 in2 Min footing T&S reinf Area per foot 0.22 ln2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summa of Overturning & Resisting Forces & Moments ..... OVERTURNING ... ..... RESISTING... Force Distance -6ment Force Distance- Moment Item lbs ft ft_# lbs ft ft_# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load 408.8 1.61 130.8 2.42 Total 539.6 O.T.M. Res isti ng/Overturning Ratio - 3.93 Vertical Loads used for Soil Pressure 1,840.8 lbs 658.7 Soil Over Heel Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load Axia I Dead Load on Stem= Axial Live Load on Stem 316.2 Soil Over Toe Surcharge Over Toe 974.8 Stem Weight(s) Earth @ Stem Transitions= Footing Weigh - Key Weight Vert. Component If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 953.3 2.58 2,462.8 0.50 450.0 1.33 600.0 437.5 1.75 765.6 3.50 Tota I = 1,&40.8 lbs R.M.= 3,828.4 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 65 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt I Horizontal Deflection at Tor) of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.025 in The above calculation is not valid if the heel soil bearing r)ressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Retained Height 6.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 Height of Soil over Toe 8.00 in Water height over heel 0.0 ft Surcharge Loads Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 00 lbs Axial Live Load 0-0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning 3.63 OK Sliding 1.69 OK Total Bearing Load 3,649 lbs ... resultant ecc. 4.70 in Soil Pressure @ Toe 1,148 psf OK Soil Pressure @ Heel 389 psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,607 psf ACI Factored @ Heel 544 psf Footing Shear @ Toe 6.0 psi OK Footing Shear @ Hee 6.3 psi OK Allowable 90.0 psi Sliding Cales Lateral Sliding Force 1,078.6 lbs less 0 %Passive Force = - 0.0 lbs less 100% Friction Force = - 1,824.4 lbs Added Force Req'd 0.0 lbs OK .... for 1.5 Stability 0.0 lbs OK Soil Data �J Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Passive Pressure 0.0 psf/ft Soil Density, Heel 130.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction 0.500 Soil height to ignore for passive pressure 0.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft Load Type Dead Load (D) (Service Level) Wind on Exposed Stem 0.0 psf (Service Level) Uniform Seismic Force = 54�667 Total Seismic Force = 373.556 Stem Construction I Design Height Above FtE ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb1FB + fa/Fa Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment ..... Allowable Shear... -Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm psi = Fs psi = Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio'n' considered in the calculation of soil bearing pressures. XA1,11 ; k+ Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,ACI 1.200 1.600 1.600 1.000 1.000 . U F. Short Term Factor Equiv. Solid Thick. Masonry Block Type Bottom Code: BC 2018ACI 318-14JIMS 402-16 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 112�00 Edge 0.362 1,33&0 3,000.0 8,277�2 18.0 90.0 6.19 100.0 Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 3,600.0 60,000.0 67 RetainPro (c) 1987-2018, Build 11.18.06.30 License: KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.1136 in2/ft (4/3) * As : 0.1515 in2/ft Min Stem T&S Reinf Area 1,248 1n2 200bd/fy: 200(12)(6.1875)/60000 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area 1.207 in2tft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths F_�_ooting Design Results I Toe Width T M 1,00 ft Toe Heel Heel Width 3.75 Factored Pressure 1,607 544 psf Total Footing Width 4.75 Mu': Upward 766 3,679 ft-# Footing Thickness 10.00 in Mu': Downward 127 5,162 ft-# Mu: Design 639 1,483 ft-# Key Width 0.00 in Actual 1 -Way Shear = 6.05 6.33 psi Key Depth 0.00 in Allow 1 -Way Shear = 48.00 48.00 psi Key Distance from Toe 0.00 ft T P.i�fin = ii r iRi it) nn in fc = 3,600 psi Fy = 60,000 psi Footing Concrete Densit� 150.00 pcf Min. As % 0.0020 Cover @ Top 1.50 @ Btm.= 3.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 1.03 in2 0.22 in2 ift If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING .... �oment .....RESISTING ..... Force Distance Force Distance Moment Item lbs ft ft-# lbs ft ft_# Heel Active Pressure 817.2 2.28 1,861.3 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load 261.5 3,42 893.4 Total 1,078.6 O.T.M. 2,754.7 Res isti ng/Overturning Ratio 3.63 Vertical Loads used for Soil Pressure 3,648.8 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel 2,405.0 3.21 7,716.0 Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stern= Axial Live Load on Stem Soi I Over Toe 0.50 Surcharge Over Toe Stem Weight(s) 650.0 1.33 866.7 Earth @ Stem Transitions Footing Weigh- &93.8 2.38 1,410.2 Key Weight Vert. Component 4.75 Total 3,648.8 lbs R.M.= 9,992.9 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. NO RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018ACI 318-14JIMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt I .Horizontal Deflection at Ton of Wall due to Settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 2,50.0 pci Horizontal Def] @ Top of Wall (approximate only) 0.044 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. W RetainPro(c)1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height 8.00 ft Allow Soil Bearing 3,000.0 psf Wall height above soil 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall 0.00 Height of Soil over Toe 8.00 in Water heiaht over heel 0.0 ft Passive Pressure 0.0 psf1ft Surcharge Loads Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic Method : Uniform Multiplier Used 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning 3.99 OK Sliding 1.71 OK Total Bearing Load 6,169 lbs ... resultant ecc. 4.42 in Soil Pressure @ Toe 1,272 psf OK Soil Pressure @ Heel 626 psf OK Allowable 3,000 pSf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,781 psf ACI Factored @ Heel 877 psf Footing Shear @ Toe 14.2 psi OK Footing Shear @ Hee 9.9 psi OK Allowable 90.0 psi Sliding Cales Lateral Sliding Force 1,802.4 lbs less 0 %Passive Force = - 0.0 lbs less 100% Friction Force = - 3,084.6 lbs Added Force Req'd 0.0 lbs OK .... for 1.5 Stability 0.0 lbs OK Soil Density, Heel 130.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction 0.500 Soil height to ignore for passive pressure 0.00 in Lateral Load Applied to 3 ern Lateral Load 0.0 #/ft ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft Load Type Dead Load (D) (Service Level) Wind on Exposed Stem 0.0 psf (Service Level) Uniform Seismic Force = 70.667 Total Seismic Force = 624.222 Stem Construction Design Height Above Ftc ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,ACI 1.200 1.600 1.600 1.000 1.000 Moment ..... Allowable Shear.....Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in= psi = psi = psf Bottom Adjacent, Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 10.00 Edge 0.715 2,357.3 7,040.0 9,847.6 31.7 90�0 6.19 100.0 = ASD psi = 3,600.0 psi = 60,000.0 70 RetainPro (c) 1987-2018, Build 11.18.06.30 License ; KW-06060370 Cantilevered Retaining Wall Code: BC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.2666 in2/ft (4/3) * As : 0.3554 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy 200(12)(6.1875)/60000 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stern Height : 0.192 in2/ft 0.0018bh 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area 0.2666 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.207 in2/ft #6 27.50 in #6 55.00 in Footing Dimensions & Strengths Toe Width 1.50 ft Heel Width 5.00 Total Footing Width 6.50 Footing Thickness 10.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Densit� 150.00 pcf Min. As % 0.0020 Cover @ Top 1.50 Btm.= 3.00 in Footing Design Res� Toe Heel Factored Pressure 1,781 877 psf Mu': Upward 1,925 10, 119 ft-# Mu': Downward 286 13,126 ft-# Mu: Design 1,639 3,007 ft-# Actual 1 -Way Shear 14.23 9.92 psi Allow 1-Wa.y Shear 48.00, 90.00 psi Toe Reinforcing = # 5 @ 6.00 in Heel Reinforcing = # 5 @ 14.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: #4@ 10.00 in, #5@ 15.50 in, #6@ 22.00 in, #7@ 30.00 in, #8@ 39.50 in, #9@ 5 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 1.40 in2 0.22 in2 A If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & M�oments �J ..... OVERTURNING ... ..... RESISTING ..... Force Distance Force Distance Moment Item lbs ft ft-# ibs ft ft_# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load 1,365.5 2.94 437.0 4.42 4,020.6 1,929.9 Tota 1 1,802.4 O.T.M. 5,950.5 Res isti ng/Overturning Ratio 3.99 Vertical Loads used for Soil Pressure 6,169.2 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel 4,S06.7 4.33 19,528.9 Sloped Soil Over Hee Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stern = • Axial Live Load on Stem = Soil Over Toe 0.75 Surcharge Over Toe Stem Weight(s) 850.0 1.83 1,558.3 Earth @ Stem TransitionE Footing Weigh 812.5 3.25 2,640.6 Key Weight Vert. Component 6.50 Tota 1 6,169,2 lbs R.M.= 23,727.8 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 71 RetainPro (c) 1987-2018, Build 1111.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt i Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.046 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 72 RetainPro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria [Soil Data Retained Height 10.00 ft Allow Soil Bearing 2,700.0 psf Wall height above soil 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall 0.00 H eight of Soi I over Toe 8.00 in Water hei.clht over heel 0.0 ft Passive Pressure 0.0 psf/ft Surcharge Loads Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic [oa-d--J Method : Uniform Multiplier Used 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning 3.50 OK Sliding 1.64 OK Total Bearing Load 9,015 lbs ... resultant ecc. 7.63 in Soil Pressure @ Too 1,813 psf OK Soil Pressure @ Heel 590 psf OK Allowable 2,700 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,539 psf ACI Factored @ Heel 827 psf Footing Shear @ Toe 17.3 psi OK Footing Shear @ Hee 14.3 psi OK Allowable 90.0 psi Sliding Caics Lateral Sliding Force 2,752.9 lbs less 0 %Passive Force = - 0.0 lbs less 100% Friction Force = - 4,507.3 lbs Added Force Req'd 0.0 lbs OK .... for 1.5 Stability 0.0 lbs OK Soil Density, Heel 130.00 pcf Soil Density, Toe 0.00 pcf FootingIlSoil Friction 0.500 Soil height to ignore for passive pressure 0.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft Load Type = Dead Load (D) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 87.333 Total Seismic Force = 953.389 Stem Construction I Design Height Above Ftc ft Wall Material Above "Ht.. Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level lbs Strength Level lbs Moment: .... Actual Service Level ft-# = Strength Level ft-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,ACI 1.200 1.600 1.600 1.000 1.000 Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom Adjaceni Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 6.00 Edge 0.865 3,673.3 13,700.0 15,845.7 psi = psi = 49.5 psi = 90.0 in2 = in= 6.19 psi = psi = psf 100.0 ASD psi = 3,600.0 psi = 60,000.0 73 RetainPro(c)1987-2018, Build 11.18.06.30 License: KW-06060370 Cantilevered Retaining Wall Code: �B(' , 2018,ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.5188 in2/ft (4/3) * As : 0.6917 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy: 200(12)(6.1875)/60000 0.2475 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area 0.5188 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area 0.62 in2/ft #5@ 19.38 in #5@ 38,75 in Maximum Area: 1.207 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & S-tien-g-t-h-s-A F -Fooving Design Res� Toe Width 1.50 ft Toe Heel Heel Width 6.00 Factored Pressure 2,539 827 psf Total Footing Width 7.50 Mu': Upward 2,728 17,528 ft-# Footing Thickness 11.00 in Mu': Downward 303 24,533 ft-# Mu: Design 2,425 7,005 ft-# Key Width 0.00 in Actual 1 -Way Shear 17.30 14.30 psi Key Depth 0.00 in Allow 1 -Way Shear 48.00 90.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = None Spec'd fc 3,600 psi Fy 60,000 psi' Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Densit� 150.00 pcf Key Reinforcing = None Spec'd Min. As % 0.0020 Other Acceptable Sizes & Spacings Cover @ Top 1.50 @ Btm.= 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: #4@ 9.09 in, #5@ 14.09 in, #6@ 20.00 in, #7@ 27.27 in, #8@ 35.91 in, #9@ 45 Key: No key defined Min footing T&S reinf Area 1.78 in2 Min footing T&S reinf Area per foot 0.24 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 10.10 in #4@ 20.20 in #5@ 15.66 in #5@ 31.31 in #6@ 22.22 in #6@ 44.44 in Summa of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 2,085.5 3.64 7,589.0 Soil Over Heel 6,933.3 4,83 33,511.1 Surcharge over Heel Sloped Soil Over Hee Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load Adjacent Footing Load Added Lateral Load Axia I Dead Load on Stem= Load @ Stem Above Soil Axial Live Load on Stem Seismic Earth Load 667.4 5.46 3,642.7 Sol I Over Toe 0.75 Surcharge Over Toe Tota 1 2,752.9 O.T.M. Stem Weight(s) 1,050.0 1.83 1,925.0 11,231-8 Earth @ Stem Transition--= Footing Weigh- 1,031.3 3.75 3,867.2 Res isti nglOverturning Ratio 3.50 Key Weight Vertical Loads used for Soil Pressure 9,0,14.6 lbs Vert. Component 7.50 Total 9,014.6 lbs R.M.= 39,303.3 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. W" Reta!nPro(c)1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: 113C 2018,ACI 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt i Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Def] @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 75 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com General: Job Name: Date: 03/04/2019 Strong Frarne@ Selector 4.7.0.0 Design Criteria: Design Code: IBC 2015 SDS: 1.00 Seismic Drift Limit: No limit Wind Drift Limit: No limit Importance Factor: 1.0 Redundancy Factor: 1.0 ASD Design Loads: ASD Lateral Loads: R-load: 6.5 Seismic Load: 10260 lbs R-Frame: 8.0, Omega:3.0, Cd: 5.5 Wind Load: 6871 lbs ASID Uniform/Partial Uniform Loads: (Negative for uplift): Load Value (plo Left End (ft) Right End (ft) WOU 1004.00 5.50 17.13 WDL2 132.00 0.00 17.13 WDO 0.00 0.00 17.13 Snow Load 0.00 0.00 17.13 Wind Load 0.00 0.00 17.13 ASD Vertical Point Loads: (Negative for uplift): Engineer: Frame ID: FrameModel: SMFX1012-193x117-L Beam Deflection Limits: For Live Load: L/360 For Dead + Live Load: L/240 For Snow/Wind Load: L/360 LRFD Lateral Loads: Seismic Load: 11909 lbs Note: Frame design is based on factored Seismic Force of R - load/R - Frame (i.e. when loading is based on R - load = 6.5 and R_Frame of 3.5), then VLRFD =(VASD / 0.7) X (6.5/3.5) See ASCE 7 section 12.2.3 for combination of lateral system. Load Value (plf) Left End (ft) Right End (ft) WLr 1180.00 5.50 17.13 W_L1 155.00 0.00 1 17.1 WLL2 0.00 0.00 17.13 Rain Load 0.00 0.00 17.13 Point Load Dead Load Live Load Roof Live I Snow Rain Wind I Seismic I (lbs) (lbs) Load (lbs) (lbs) (lbs) (Ibs) (lbs) I P, 6900 1 6110 0 3745 0 I 1 0 0 Point Lc _�j 5.50 Frame ID: Date: 03/04/2019 Page 2 of 8 76 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Stromr-Tie (800) 999-5099 www.strongtie.com Analyzer SMF Output: Code Design Summary: Governing Load Combination (LC) Simply Supported Beam Deflection DCR 0.98 10: D + Lr Simply Supported Beam Strength DCR 0.92 40: 1.2 D + 1.6 Lr + 0.5 L Beam DCR 0.58 40: 1.2 D + 1.6 Lr + 0.5 L Left Column DCR 01.77 56: (1.2 + 0.2 SDS) D - E + 0.5 L + 0.2S Right Column DCR 0.77 55: (1.2 + 0.2 SDS) D + E + 0.5 L + 0.2S Elastic Seismic Deflection (in) 1.10 55: (1.2 + 0.2 SDS) D + E + 0.5 L + US Seismic Drift (in) 6.03 55: (1.2 + 0.2 SDS) D + E + 0.5 L + 0.2S Allowable Seismic Drift (in) N/A N/A Seismic Drift Ratio 0.00 N/A Wind Drift (in) 0.48 22: D + 0.45 W + 0.75 L + 0.75 S Allowable Wind Drift (in) No limit Designer to verify Wind Drift Ratio N/A 22: D + 0.4,15 W + 0.75 L + 0.75 S Link DCR 1.02 55: (1.2 + 0,2 SDS) D + E + 0.5 L + 0.2S Beam -to -Column Connection DCR 0.71 41: 1.2 D + 1.6 Lr + 0.5 W Left Base Plate DCR 0.26 56: (1.2 + 0.2 SDS) D - E + 0.5 L + 0.2S Right Base Plate DCR 0.34 41: 1.2 D + 1.6 Lr + 0.5 W Beam Deflection (L) (in) -0,09 2: L Beam Deflection (D+L) (in) -0.29 9: D + L Beam Deflection (D+Lr) (in) -0.32 10: D + Lr Beam Deflection (S) (in) 0.04 4: S Beam Deflection (W) (in) 6: W (Absolute Max) Maximum LRFD Demand and Member Capacities: Beam: Demand LC Left Column: Demand LC PU (kips) 6.00 40 Mu (kips -in) 1041.59 40 V" 40 P" (kips) 24.22 56 M. (kips-in)� 1041.21 56 V� (kips) �,57 � 56 Beam: Capacity LC Left Column: C apacity Phi . P, (kips) 153.67 40 Phi. M, (kips -in) 1873,95 40 Phi - Vn (kips) 89.10 40 I Phi - Pn (kips): 250.94 Phi. M, (kip�s-in)l 1458.00 Phi. V, (kips) 60.75 Riqht Column: Demand LC P. (kips) 24.66 55 M,, (kips -in) 1040.65 55 V" (kips) _____T 9.57 155 Riqht Column: Capacity Phi - Pn (kips) 250.94 Phi. M,(kips-in) 1458.00 Phi - Vn (kips) 60.75 Disclaimer: It is the designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.stroiigtie.com or contact Simpson Strong -Tie Co. Inc. at 1-800-999-5099. Frame ID: Date: 03/04/2019 Page 3 of 8 77 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Member Design Summary for Capacity Forces/Oimega Forces (ESR-2802 Step 13): Components Demand -to -Capacity Ratio (DCR) Beam 0.53 Left Column 1.00 Right Column 1.00 Max Column Panel Zone 1.03 Left Column Base Plate 0.32 Right Column Base Plate 0.32 Connection Design Summary for Capacity Forces/Omega Forces: Components Demand -to -Capacity Ratio (DCR) Shear Plate Bolts 0.49 Shear Plate Yield/Rupture 0.71 Shear Plate Axial+Moment 0.63 Shear Plate Bearing 0.41 Shear Plate Block shear 0.39 Shear Plate Welds 0.94 Beam Web Bearing 0.51 Beam Web Block Shear 0.53 Stiffener Tension/Compression 0.63 Stiffener Welds 0.60 - - - ___------------ LRFD Demand And Member Capacity (ESR-2802 Step 12): Demand From Frame Mechanism: Beam: Demand Left Column: I)emand Pu (kips) 11.38 Mu (kips -in) 1140.75 Vu (kips) 29.18 Pu (kips) 29.77 Mu (kips -in), 1374.21 Vu (kips) 1 7.93 Demand From Omega Load Combinations (LCM 61-64): Beam: Demand LC Left Column: Demand LC P,, (kips) 20.74 62 Mu (kips -in) 2374.45 62 Vu (kips) 36.82 62 Member Capacities: Beam: Capacity Phi. P,, (kips) 153.67 Phi - Mn(kips-in) 2304.00 Phi. Vn (kips) 89.10 P, (kips) 37.20 62 M,, (kips -in)!. 2374.45 62 V� (kips); 21.83 62 Left Column: Capacity Phi. P, (kips) 250.94 Phi Mn (kips -in) 1458.00 Ph[ Vn (kips) 60.75 Riqht Column: Demand Pu (kips) 29.77 M,, (kips -in) 1374.21 V,, (kips) 7.93 Right Column: Demand LC Pu (kips) 37.64 61 Mu (kips -in) 2371.60 61 Vu (kips) 21.81 61 Right Column: Capacity Phi. P,, (kips) 250.94 Phi. M,, (kips -in) 1458.00 Phi - Vn (kips) 60.75 Frame ID: Date: 03/04/2019 Page 4 of 8 78 SIMPSON Stron,gTie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com SMF Frame Summary: ZX V ILLU INSTALLED 4X BEAM NAILER TOP NAILER BEAM 7 2X BEAM ZX FIELD INSTALLED UC) I NAILL14 NAILER AB REQ'D 0 W1 0 W? M. 0 2X WOOD NAJLFR Q AT COL. TYP. U I JI- COLUMN CENTERLINE TO CENTERLINS Model: SMFX1012-193x117-L Custom Size Yes Beam Size W12x35, Steel Beam Depth: 12.5" (See Note 4 below) Column Size W10x30, Steel Column Depth: 10.5" (See Note 4 below) Link Size L W1 Dimension 16'-0" (See Note 3 below) W2 Dimension 18'-3" (See Note 3 below) Column C.C. Spacing 17'-1 1/2" HI Dimension 10'-0" (See Note I and 2 below) H2 Dimension 9'-10 1/2" (See Note 2 and 5 below) H3 Dimension 8'-3 1/2" (See Note 1 and 5 below) Steel Beam Length 15'-11 1/4" (W1 - 0.75") Steel Column Length 9'-9" (H I - 3") Link Flange To Column Bolting Snug -tight Top of Col. Bracing Force (ASD) 0.87 (kips) Min. Beam Top Nailer B, Notes 1 . H1, H2, and H3 dimensions assume 1-1/2" thick non -shrink grout. 2. H1 and H2 dimensions assume 1-1/2" thick field installed top plate. 3. Anchorage solution may require additional studs on, side of columns, see anchorage design output for final W1 and W2 dimensions. 4. Column and beam sizes shown are as depth of steel only and do not include nailers- 5. (1) 4x beam top nailer for all frames. (2) 2x beam bottom nailer as required, H3 assumes (2) 2x bottom nailers. 6. Simpson Strong -Tie@ Strong Frame@ and the Yield-LinkTm structural fuseare protected under US patent number 8,001,734, B2 and must be supplied or licensed through Simpson Strong -Tie. Frame ID: Date: 03/04/2019 Page 5 of 8 79 SIMPSON STRONG -TIE COMPANY INC. Strong -Tie 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Foundation Forces (ASD): Left Column (Node 1) Reactions: Load Cases Shear (kips) Axial (kips) D 2.08 10.35 L 0.89 5.47 Lr 1.28 4.66 S 0.41 2.54 R 0.00 0.00 W 5.73 -6.06 -4.17 -4.41 Load Combination a Shear (kips) Axial with Max Shear (kips) 27 7.16 22.45 Load Min Shear ial with Min Shea Combination (kips) (kips) r 1 -3.25 0.31 Load Combination Shear with Max Tension (kips) Max Tension (kips) 34 -3.25 0 Load Shear with Combination Max Compression Max Compression (kips) (kips) 27 7.16 22.45 Right Column (Node 4) Reactions: Load Cases Shear (kips) Axial (kips) D -2.08 11.63 L -0.89 3.29 Lr -1.28 9.06 S -0.41 1.20 R 0.00 0.00 W -5.72 6.06 0.71E -4.16 4.41 Load Combination Max Shear (kips) Axial with Max Shear (kips) 35 3.24 0.90 Load Combination Min Shear (kips) Axial with Min Shear (kips) 26 -7.15 25.54 Load Combination Shear with Max Tension (kips) Max Tension (kips) 35 3.24 0 Load Shear with Combination Max Compression Max Compression (kips) (kips) 26 7.15 25.54 Foundation Forces (LIRIFID), Load Combination 36-60: Left Column (Node 1) Reactions: Right Column (Node 4) Reactions: Load Combination ax Shear (kips) ial with Max Shear (kips) 56 9.57 24.22 Load Combination 1!i Min Shear (kips) Axial with Min Shear (kips) 5 9 -4.58 n F Load Combination Shear with Max Tension (kips) Max Tension (kips) 59 -4.58 0 Load Shear with Combination Max Compression Max Compression (kips) (kips) 56 9.57 24.22 Load Combination Max Shear (kips) Axial with Max Shear (kips) 60 4.57 1.76 Load Combination Min hear (kips) Axial with Min Shear (kips) 55 -9.57 24.66 Load Combination Shear with Max Tension (kips) Max Tension (kips) 60 4.57 0 Load Combination Shear with Max Compression (kips) Max Compression (kips) 41 -7.51 31.60 Foundation Forces (LRFD), Omega Load Combination and Frame Capacity: Frame ID: Date: 03/04/2019 Page 6 of 8 80 SIMPSON STRONG -TIE COMPANY INC. Stron.&Tie 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Left Column (Node 1) Reactions: Load Shear(kips) Axial (kips) Combination Omega Capacity Abs Min. Omega Capacity I Abs Min. 61 -14.99 -7.93 -7.93 -1 74 -29.77 -1.74 62 21.83 7.93 7.93 37.20 29.77 29.77 63 -16.67 -7.93 -7.93 -11.90 -29.77 -11.90 64 19.55 7.93 7.93 26.39 29.77 26.39 Right Column (Node 4) Reactions: Load Shear(kips) Axial (kips) Combination Omega Capacity Abs Min. Omega Capacity I Abs Min. 61 -21.81 -7.93 -7.93 37.64 29.77 29.77 62 14.96 7.93 7.93 -1.31 -29.77 -1.31 63 -19.51 -7.93 -7.93 27.28 29.77 27.28 64 16.63 7.93 7.93 1 - 11.00 -29.77 -11.00 Frame ID: Date: 03/04/2019 Page7of8 81 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Anchorage Design For: Job Name: Engineer: Date: 03/04/2019 Frame ID: Strong FrameO Selector 4.7.0.0 FrameModel: SMFX1012-193x117-L Foundation Type: Slab -on -Grade Anchorage Design Details: MFSL Anchorage Model: MFSL-18-6 Anchorage SQ Footing Width, W: 19.00" Anchorage Grade: F1554 GR.36, Diameter: 0.750" Anchorage Footing Depth, D: 10.00" Extension Kit: Not Required Concrete Code: ACI 318-14 Concrete fc': 3000 psi Step Height: 5" Concrete: Cracked SDC: D Min. Edge Distance: 2.125", Embedment,de: 6.00" Left Column: Right Column: End Distance: 5.250" (Additional studs are not required) End Distance: 5.250" (Additional studs are not required) Final Frame W1 and W2 Dimensions (Including Additional End Distance where required for Anchorages): Wl: 16'-0" W1 Final: 16-0" W2: 18'-3" W2 Final: 18'-3" Plan View: Section View: END DISTANCE PRE -ATTACHED DISTANCE 2X NAILER cll� < VA I I 1� C111 W/2 Z MFSL V C) LLJ C� WIDTH Notes: 1 . Actual footing/grade beam size and reinforcing must be determined by Designer based on project specific geometry and allowable soil bearing pressures. 2. The following end distance corresponds to pre -installed wood nailer flush with end of concrete: C64.5", C94.5", C12- 6", C1 5-7.5", C1 8H-1 0.5", C21 H-1 2", W8x48-4.25", W&U-4.5", W1 Ox3O-5.25", W1 Ox45-4.675", W1 2x35-6.25", W1 2x45-5.675", W1 4x38-7.05", W1 4x53-6.575", W1 6x57-8.20", W1 U40-8.95", W1 8x55-8.675". 1 End distance is measured from centerline of nearest anchor bolt to edge of concrete. Frame ID: Date: 03/04/2019 Page 8 of 8 82 PAGE NO. 1 Tuesday, April 02, 2019, 11:00 PM STAAD.Pro VSi SZLZCTseriea5 Version 20.07.10.64 Proprietary Program of Bentley System, Inc. Date- APR 2, 2019 Time= 22:59:27 USER ID: 1. STAAD SPACE INPUT FILE: STEEL COLUMN.STD 2. START JOB INFORMATION 3. ENGINEER DATE 02-APR-19 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 10 0; 3 0 21 0; 4 0 30 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 1 TO 3 TABLE ST HSST6X6X0.25 23. CONSTANTS 24. MATERIAL STEEL ALL 25. SUPPORTS 26. 1 FIXED 27. 2 TO 4 FIXED BUT FY MY 28. DEFINE WIND LOAD NOTE: If any floor diaphragm is present in the model Wind Load definition should be defined after Floor Diaphragm definition. Otherwise mind load generation may be unsuccessful during analysis. 29. TYPE 1 WIND 1 30. <! STAAD PRO GENERATED DATA DO NOT MODIFY 31. ASCE-7-2010:PARAMS 110.000 MPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT I - 32. 1 30.000 FT 26.000 FT 14.000 FT 2.000 0.010 0 - 33. 0 0 0 0 0.701 1.000 1.000 0.850 0 - OR C:\Users\AECPARVINDER\Dropbox\US PROJECTSWR801-MIRE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULATI'O)$S\2 f STAAD SPACE - - PAGE NO. 2 Tuesday, April 02, 2019, 11:00 PM 34. 0 0 0 0.877 0.800 -0.550 35. !> END GENERATED DATA BLOCK 36. INT 0.0207644 0.0207644 0.0212075 0.0214134 0.0216103 0.021799 - 37. 0.0219805 0.0221552 0.0223238 0.0224867 0.0226445 0.0227974 0.0220458 0.02309 38. HEIG 0 15 16.1539 17.3077 18.4615 19.6154 20.7692 21.9231 23.0769 - 39. 24.2308 25.3846 26.5385 27.6923 28.8462 30 40. EXP 0.5 JOINT I TO 4 41. LOAD I LOADTYPE DEAD TITLE LOAD CASE 1 42. SELFWEIGHT Y -1 43. JOINT LOAD 44. 4 FY -2.86 45. 3 FY -4.5 46. 2 FY -5 47. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 48. JOINT LOAD 49. 4 FY -3 50. 3 FY -6.5 51. 2 FY -6.2 52. MEMBER LOAD 53. 1 TO 3 UNI GX 0.235 54. LOAD COMB 3 COMBINATION LOAD CASE 3 55. 1 1.25 2 1.5 56. PERFORM ANALYSIS PRINT ALL PROBLEM STATISTICS NUMBER OF jonns 4 NUMBER OF MEMBERS 3 NUMBER OF PLATES 0 NUMBER Of SOLIDS 0 NUMBER OF SURFACES 0 NUMBER Or SUPPORTS 4 SOLVER USED IS THE OUT-OF-CORZ BASIC SOLVER ORIGINAWFINAL BAND-WIDTHm 1/ 1/ 4 DOF TOTAL PRIMARY L40AD CASES = 2, TOTAL DEGREES Or FREEDOM TOTAL LORD COMBINATION CASES = 1 SO FAR. SIZE OF STIFrNESS MATRIX = 1 DOUBLE KILO-WORDs RZORDAVAIL. DISK SPACE = 12.0/ 227984.9 1MB e' I C:\UserskAECPARVINDERIDropboxkUS PROJECTSWR801-MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULATYO'AS\2 Tuesday, April 02, 2019, 11:00 PM ' STAAD SPACE -- PAGE NO. 3 LOADING I LOADTYPE DEAD TITLE LOAD CASE I ----------- SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE 0.534 KIP JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-x MOM-Y MOM-Z 4 0.00 -2.86 0.00 0.00 0.00 0.00 3 0.00 -4.50 0.00 0.00 0.00 0.00 2 0.00 -5.00 0.00 0.00 0.00 0.00 LOADING 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 ----------- JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-Y MOM-Z 4 0.00 -3.00 0.00 0.00 0.00 0.00 3 0.00 -6.50 0.00 0.00 0.00 0.00 2 0.00 -6.20 0.00 0.00 0.00 0.00 MEMBER LOAD - UNIT KIP FEET MEMBER UDL Ll L2 CON L LIN1 LIN2 1 0.2350 GX 0.00 10.00 2 0.2350 GX 0.00 11.00 3 0.2350 GX 0.00 9.00 FOR LOADING - 1 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-x mom-Y MOM-Z 1 O.00OOOE+00-8.89752E-02 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 2 O.00OOOE+00-5.18685E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 3 O.00OOOE+00-4.67795E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 4 O.00OOOE+00-2.94008E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. I LOADTYPE DEAD TITLE LOAD CASE 1 nrl C: \Users \AECPARV1NDER\DropboxkUS PROJECTS\ URB01-MIRE BAKSHI 15712 - 72 AVE. WEST,EDMONDS, WASHINGTON\ SWORICk CALCULATROMS \ 2 Tuesday, April 02, 2019, 11:00 PM 1 0 STAAD SPACE -- PAGE NO. 4 CENTER OF FORCE BASED ON Y FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X - O.00OOOOOOOE+00 Y = 0.184822805E+02 Z = O.00OOOOOOOE+00 ... TOTAL APPLIED LOAD KIP FEET ) SUMMARY (LOADING 1 SUMMATION FORCE-X 0.00 SUMMATION FORCE-Y -12.89 SUMMATION FORCE-Z 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= O.00OOOOOE+00 MY= O.00OOOOOE+00 MZ= O.00OOOOOE+00 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 1 SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 12.89 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= O.00OOOOOE+00 MY= 0.0000030E+00 MZ= O.00OOOOOE+00 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = O.00OOOE+00 0 Y = -1.88187E-02 4 Z = O.00OOOE+00 0 RX= O.00OOOE+00 0 RY= O.00OOOE+00 0 RZ= O.00OOOE+00 0 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET )- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT=1 1 0.00 -0.09 0.00 0.00 0.00 0.00 0.00 -12.80 0.00 0.00 0.00 0.00 111111 FOR LOADING - 2 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-2 MOM-X MOM-Y Mom-Z 1 1.17500E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00-1.95833E+00 2 2.46750E+00-6.20000E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00-4.11250E-01 3 2.35000E+00-6.50000E+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 7.83333E-01 4 1.05750E+00-3.00OOOE+00 O.00OOOE+00 O.00OOOE+00 O.00OOOE+00 1.58625E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 C: \Users \AECPARVINDERkDropboxkUS PROJECTSWR801-MINE BAKSHI 15712 - 72 AVE. WEST,EDMONDS, WASHINGTOM SWORK\ CALCULATRONS \ 2 I - bTAMU Z)rA1_z -- PAGE NO. 5 Tuesday, April OZ� 2019, 11:00 PM CENTER OF FORCE BASED ON X FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X - 0.000000000E+00 Y = 0.150000006E+02 Z = O.00OOOOOOOE+00 CENTER OF FORCE BASED ON Y FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = O.00OOOOOOOE+00 Y = 0.183757968E+02 Z = O.00OOOOOOOE+00 ***TOTAL APPLIED LOAD KIP FEET ) SUMMARY (LOADING 2 SUMMATION FORCE-X 7.05 SUMMATION FORCE-Y -15.70 SUMMATION FORCE-Z 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= -105.75 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 2 SUMMATION FORCE-X = -7.05 SUMMATION FORCE-Y = 15.70 SUMMATION FORCE-Z - 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 Mz= 105.75 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2) MAXIMUMS AT NODE X = O.00OOOE+00 0 Y = -2.27823E-02 4 Z = O.00OOOE+00 0 RX= O.00OOOE+00 0 RY= O.00OOOE+00 0 RZ= O.00OOOE+00 0 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT=1 1 1.17 0.00 0.00 0.00 0.00 -1.96 0.00 -15.70 0.00 0.00 0.00 0.00 111111 2 2.47 -6.20 0.00 0.00 0.00 -0.41 0.00 6.20 0.00 0.00 0.00 0.00 101101 3 2.35 -6.50 0.00 0.00 0.00 0.78 0.00 6.50 0.00 0.00 0.00 0.00 101101 4 1.06 -3.00 0.00 0.00 0.00 1.59 0.00 3.00 0.00 0.00 0.00 0.00 101101 0_7 C:\UserskAECPARVI.VDERkD.ropbox\US PROJECTSWR801-MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULAT.YO�S\2 Tuesday, April 02, 2019, 11:00 PM " '* f' STAAD SPACE PAGE NO. 6 LOAD COMBINATION NO. 3 COMBINATION LOAD CASE 3 LOADING- 1. 2. FACTOR - 1.25 1.50 END OF DATA FROM INTERNAL STORAGE 57. PARAMETER 1 58. CODE AISC UNIFIED 2010 59. CHECK CODE ALL 4%4% C:\Users\AECPARVINDERkDropboxkUS PROJECTS\URS01—MIRE BAKSHI 15712 - 72 AVE. WEST,EDMORDS,WASHINGTON\SWOPK\CALCULATYOYS\2 'A %-Amp-- STAAD SPACE -- PAGE NO. 7 Tuesday, April 02, 2019, 11: I STAAD.PRO CODE CMXCZING - (AISC-360-10-LRM) v1.3a ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ rx MY NZ LOCATION 1 ST HSST6X6XO.25 (AISC SECTIONS) PASS Eq. H1-1a 0.355 3 39.67 C 0.00 35.25 0.00 2 ST HSST6X6XO.25 (AISC SECTIONS) PASS Eq. H1-1b 0.201 3 23.69 C 0.00 42.65 0.00 3 ST HSST6X6XO.25 (AISC SECTIONS) PASS Eq. H1-1b 0.106 3 8.28 C 0.00 28.55 0.00 60. FINISH END OF THE STAAD.Pro RUN DATE= APR 2,2019 TIME= 22:59:33 C:kUsers�AECPARVINDERkDropboxkuS PROJECTSWR801—MIKE BAKSMI 15712 - 72 AvE. WEST,EDMONDS,T#ASHINGTON\SWORK\CALCULATIP'O�%S\2 GENERAL CONSTRUCTION NOTES CODE: 0 ESIGN AN 0 CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE 20 1 5 IBC AS ADOPTED BY rHt CITY OF EDMONDS, WASHINGTON D ISCREPANCIES: I' THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. SHORING & EXCAVATION: THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES AND PROTECTION OF AD�ACIINT PROPERTY. BACKFILL SOIL SEE GEOTECHNICAL ENGINEER FOR ALL BACKPILL MATERIAL AND COMPACTION REQUIREMENTS DESIGN CRITERIA FOUNDATION DESIGN: REY A INING WALL DESIGN IS BASED ON THE FOLLOWING VALUES AS PROV 10 E 0 IN THE GE07ECHNICAL REPORT BY GEOTECH CONSULTANTS INC. DATED 01-25 _113 & E-MAIL CORRESPONDENCE OF 09-27-19� ALLOWABLE 5EARING PRE55URE 3,000 PSF LATERAL EARTH PRESSURES DRAINED BACKFILL ACTIVE CONDITION 35PCF EFW I LEVEL BACKFILL I PASSIVE CONDITION: 30OPCF EFW ULTIMATE SEISMIC ADDITION 1 = 8H PSF UNIFORM SATURATED SOIL DENSITY 125 POP ./ LEVEL BACKPILL COEFF OF FRICTION. 050 ULTIMATE SPECIAL INSPECTION PLAN QUALIFICATION: TH E SPE CIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL OE MON 5 TRAIT COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, REQUIRED VERIFICATION & INSPECTION: THE SPEC I AL INSPECTOR SHALL PERFORM THE VERIFICATIONS INSPECTIONS NOTED IN THE SCHEDULE BELOW INSPECTION & TESTING SCHEDULE --TYPfS OF WORK — ------- 2 5 �tQSOEICT1105G CAST IN PLACE GONG REINFORCING STEEL, PLACEMENT. P 1705.3 PLACEMENT OF CONCRETE C 1705.3 VERIFYING USE OF REQUIRED DESIGN M IX- P 1705.3 TE STING OF THE CONCRETE FOR SPEC 'FIED STRENGTH. AIR CONTENT AMC) SLU MP C 1705.3 VERIFICATION OF 5OIL-BEARING CAPACITY INSTALLATICN OF DRAINAGE SYSTEM! 1705.6 PLACEMENT & COMPACTION OF WALL -5ACKPILL P 170.6 FREQUENCY LEGEND C CONTINUOUS P = PERIODIC CONCRETE CONCRETE REQUIREMENTST LOCATION STRENGTH MAX W/C RATIO WALLS & FTGS 300OPSI @ 28 DAYS 0,50 AIR CONTENT. CONC EXPOSED TO WEATHER SHALL CONTAIN 5% I-iX ENTRAINED AIR. MIX OESIGN� SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS. MATERIAL REQUIREMENTS: GEM ENT. ASTM C150, ADMIXTURES ACI 301 AGGREGATES A5TM C33 WATER ASTM C94 EXPOSURE CATEGORIES: FREEZING THAWING FO SU�FATE so IN CONTACT ./ WATER wo CORROSION PROTECTION CI PLACING REQUIREMENTS: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION TO AVOID SEGREGATION. REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE CON50LIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS REINFORCING BAR MATERIAL REQUIREMENT,. REINFORCING BARS: USE DEFORME D BARS CONFORMING TO ASTM A615, GRADE 60. FABR�CATION AND PLACING REQUIREMENTS: BEND NG: BARS SHALL BE BENT COLD BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERW15E OR AUTHORIZED BY THE ENGINEER CONCRETE COVER: MINIMUM CONCRETE COVER FOR REINP SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH-3" CONCRETE CAST AGAINST FORMS AND EXPOSED TO EARTH WET SETTINGS: REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE CONCRETE MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED W�THIN THE FCRMS LAP SPLICES: LAP ALL BARS 24" MIN UNLESS SHOWN OTHERWISE ON THESE OWGS. - - - - - - - - - - 2 - -- - - - - - PROPERTY LINE - - - - - - - - 00' --------- Opp;- t ---------- ----- ------- -- 2595 --------- 2560 0 --- ----- i- I- 52 1 / - - : k,2 i 2623 _2/ F6-6�1 27 2 GARAGE FFE=257.0 BASEIVIEW4E=258.0 40 --MAIN FFE=267.0 2610 , // - / (��r / BUILDING FOUNDATION - - - - - - - ALL ELEMENTS OF THE BUILDING FOUNDATION SHALL BE AS SHOW IN THE STRUCTURAL DRAWINGS BY MAINLAND ENGINEERING CONSULTANTS CORP (MECCI EXCEPT FOR THOSE -1 0� - - - - - 10 PORTIONS ON THE NORTH AND EAST WALL ADJACENT TO THE TEMPORARY ECOLOGY BLOCK RETAINING WALL AND AS - CP "d, 4- DETAILE ON THIS SHEET SEE MECC FOUNDATION DRAWINGS FOR ALL WALL LENGTH$ AND ANCHORAGE OF WOOD FLOOR FRAMING TO THE TOP OF THE WALL. oo 9E-------------- 52 -�E ------------ ------ --- ------------- �E ---------- ------- ----260 ------------- ----nn7 TEMPORARY SITE SHORING PLAN FOR HOME FOUNDATION CONSTRUCTION & ALTERNATE E)SMT WALL DESIGN 2, SCALE 1/8" = 1'-0" 7— 4' 161 ALL WORK SUBJECT APPROVED TO FIELD INSPECTION FOR PLANS MUST BE SI Reports for Soils,temp retaining wall and I CODE COMPLIANCE rstructural required prior to final. ON JOB SITE Please see attachments for the Two SI agreements. Citv Of Edmonds Building Department Work Revision to basement wall and foundation Address 15712 72nd Avenue West Owner Sharma, Amit Approved Date 511312020 Building Official -D�xrcnmm W. W Permit Number BLD2018-1 101 CITY OF EDMONDS BUILDING DIVISION -APPROVED PLAN PLAN KEYNOTES I BASEMENT WALL AND FOUNDATION AS DESIGNED BY MEEC EXTEND ALL LONGITUDINAL WALL AND FTG REINF INTO ALTERNATE WALL AND fTG SECTION PROVIDE CORNER BARS AS DIRECTED BY MECC. 2. THIG4ENO SLAB EDGE FTG AS SHOWN IN THE MECC STRUCTURAL DRAWINGS 3, BOTTOM OF: ECXACATION LINE AT ELEVATION 256 ASSUMING NO TEMPORARY SITE SHORING ECOLOGY BLOCK RETAINING WALL 4 OUTLINE OF HOUSE FOUNDATION WALLS AT THE 5A5EMENT LEVEL. SEE NECC STRUCTURAL DRAWINGS FOR ALL DIMENSIONS AND FOUNDATION INFORMATION. LEGEND w TEMPORARY ECOLOGY BLOCK SHORIN WALL SEE COBALT GEOSCIENCES FOR ALL INFORMATION ------ > 15HIO DOWNWARD SLOPE 0 BUILDING FOUNDATION AS ORIGINALLY DE51GNED �i BY MAINLAND ENGINEERING CON SULTANT5 CORP 'S TO REMAIN. < RE V [SEC BUILDING FOUNDATION AS DETAILED AND SHOWN IN THIS DRAWING SET UPPER SITE RETAINING 'NALL AND SITE STAIRS TO r&W EA. J. Ira BE CONSTRUCTED AT ALATEROATEUNDERA 5EPERATE PERMIT. ORIGINAL SITE GRADES PRIOR TO PREVIOUS 411, AL SITE EXCAVATION WORK AL Ei�'\ILEVATICN AT TOP G1 CUT ALONG BACK OF TEMPORARY ECOLOGY BLOCK WALL HEIGHT OF BACKFILL ALONG BACK OF TEMPORARY ECOLOGY BLOCK WALL FROM A BOTTOM OF FTG ELEVATION OF 25600 CO) z Z 0 0 6 LL1 (.) z z 2 LLI 9 REQUIRED OBSERVATION LU ad 2 R C05ALT GEOSCIENCES SHALL VERIFY BLOCK o a INSTALLATION DURING CONSTRUCTION OF THE Z z TEMPORARY SITE SHORING WALL LU 2 000 us= LL. CO) z LU a Cr. lu — I.- CO) LL1 CO) 0 _j Cr. >- i z .0 W.0 On oc BI: 0 x CC LLI O�- LL. Z 0 Uj LLI a LU U) 41C ca r6(/,,da4i(4,j �)a/( RNO REVISION Apr 29 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1--SHEE: WALL SECTION SCALE 1/2"4-01t 2' 0" LAP WALL REINF ON BACKFILLED OR OUTSIDE FACE OF WALL ALL REINF AT CENTER OF WALL WALL TRANSITION DETAILS SCALE l/2`=I'-0` (ti/4') 25600 2'-W WALL SECTI ON SCALE 1/2'=V-10" DOWEL & VERT REINF TO BE LILACEO IN LINE DOWN THE ENGTH OF THE WALL FTG TO J L VERT WALL WALL REINF DOWEL (�T�) TYP FTG DOWEL PLACEMENT DETAIL \,22 / SCALE Vml--O� WALL ELEVATION \��SCALIE �I/Vl'-O" WALL REINF @ CENTER OF WALL DOWEL & VERT REINP TO BE PLACED IN LINE DOWN THE LE NGTH OF THE WALL J :�,- n DOWEL FTG TO -1 L VERT WALL VERT BAR WALL DOWEL REINF SPLICE �#4016"o/c HORZ EA FACE 1� 11RT 1A IAIE ZWALL REINFORCING ON OUTSIDE FACE #5 x24'x24- CORNER BARS TO MATCH HORZ WALL #5 .24".24 CORNER BARS REINF TYP 9 TO MATCH HORZ WALL I REINF TYP #4 VERT SUPPORT -3t BAR DOWELS TO WALL REINFORCING WALL REINFORCING FOOTINGS ARE NOT� ON OUTSIDE FACE REQUIRED AT :4 VERT EA FACE ON OUTSIDE FACE THESE VERT BAR: 5 4016%ft HORZ EA TYP WALL COR-NER REINF, NTS WALL SECTION GENERAL KEYNOTES I APPLY PREFABRICATED DRAINAGE PANEL OR FREE DRAINING BACKFILL BELOW GRADE TO ALL BACKFILLED WALLS EXTEND DRAINAGE PANEL TO WITHIN 12" OF FINISHED GRADE SEE GEOTECHNICAL ENGINEER FOR MATERIAL SPECIFICATIONS 2 411* PERFORATED PVC FOOTING DRAIN AT ALL WALL SECTIONS. WRAP IN MINIMUM DRAIN ROCK BEDDING & FILTER FABRIC ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON CIVIL DWGS 3 LEAVE SURFACE BETWEEN WALL & FOOTING ROUGH. 4. FINISHED GRADE AT THE BACKFILL FACE OF THE WALL HEIGHT OF BACKFILL SHALL NOT EXCEED ELEVATION 265.25. 5 CONCRETE SLAB ON GRADE AND SUBGRADE PER THE ORIGINAL MECC STRUCTURAL DRAWINGS CAST TIGHT TO INSIDE FACE OF THE FOUNDATION WAL�, 6. TEMPORARY ECOLOGY BLOCK SITE RETAINING WALL SEE DOCUMENTS FROM COBALT GEOSCIENCES FOR ALL ASPECTS OF THE WALL CONSTRUCTION. 7 TEMPORARY SITE GRADING TO ALLOW CONSTRUCTION OF THE BASEMENT WALLS. 8 BACKFILL ELEVATION AT THE STAIR SECTION ALONG THE NORTH WRIL 9. SEE MECC BUILDING STRUCTURAL DRAWINGS FOR ALL DETAILS AND INFORMATION RELATED TO THE ATTACHMENT OF: THE BUILDING STRUCTURE TO THE TOP OF HE CONCRETE BASEMENT WALL 10 OPENING FOR 4.OFT WIDE BY 5.5FT TALL WINDOW WITHIN THE BASEMENT WALL. CONTRACT TO LOCATE OPENING WITHIN THE WALL AS SHOWN ON THE ARCH DWGS, IN NO CASE SHALL THE HEADER OVER THE WINDOW OPENING BE LESS THAN 14" DEEP WALL SECTION REINFORCING KEYNOTES 100. 8" THICK CONCRETE WALL. REINF w/ #5@16"olc HORZ & VERT PLACE VERT REINF NEAR THE BACKFILL FACE OF THE WALL. PROVIDE 2145 CONTINUOUS HORZ BARS @ THE TOP OF THE WALL. SEE 6152 FOR WALL CORNER REINF. 101 &' THICK CONCRETE WALL REINF ./ #501611cic HORZ & VERT PLACE VERT REINF AT THE CENTER OF THE WALL. PROVIDE 12)-*5 CONTINUOUS HORZ BARS @ THE TOP OF THE WALL. SEE 6/52 FOR WALL CORNER RCINF 102. 15 WALL TO FOOTING DOWELS @ 1611 o/c. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEOD E 0 A MINIMUM OF 911 -/- 1/2" INTO THE 1211 FOOTING AND SHALL EXTEND INTO THE WALL 28" MIN SEE 5/52 F OR PLACEMENT REQUIREMENTS. 103 15 WALL TO FOOTING DOWELS @ 811 o/c. PROVIDE $TO HOOK @ ENO OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF 9" /- 1/21' INTO THE 1211 FOOTING AND SHALL EXTEND INTO THE WALL 4411 MIN SEE 51S2 FOR PLACEMENT REQUIREMENTS 104. #5 LONGITUDINAL TOP & 507 AS SHOWN LAP 24" MIN @ ALL SPLICE LOCATIONS. 105. #01611.1c TRANSVERSE. io6. #5@16110, TRANSVERSE 07 #4 HORZ EA FACE AS SHOWN PROVIDE STD HOOK EA END WHERE SHOWN. 08 #4 VERT EA FACE AS SHOWN 109 #4 DIAGONAL EA FACE EA CORNER OF THE OPENING AS SHOWN 110 (4143 U STIRRUPS OVER OPENING EQUALLY SPACED AS SHOWN Ill (5144 FOOTING TO WALL DOWELS EA FACE PLACED AS SHOWN. REVISION Apr 29 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z LLI LLI m co) c 0 1-: U) z 31 o LU z Lu a" a 00 z 00 X LL co) z uj CD Lu o -i _j 01- CL Z a Lu UJ Z Lu co) oc ca Lu IN 1-u z 0 77' �-Ji z 0 LL 0 S20F 2 S-19-0838 SPECIAL INSPECTION AND TESTING AGREEMENT Permit M BLD2019-0.1929 and -0530 Project: Alain Street Commns - SOILS Prior te; issuance of a permit, thisform must he completed ity id end"., and returned to the Citt-fir approvaL 77ieeanipletcdfarmotti.vthatevignature-vof'acknowled,,wnientbj,ullpartie,8. DUTIES AND RESPONSIBILITIES Special Inspection Firin and Special Insptaurs: Thc Special Inspection 111ml ()I'—. i III perlimn --pe6id Inspection for the tvN,� or%A (irk iwparatc form, m st h itt & I '- . u, b%- su m ed if mory than onf." finn is tx) be ernployed): -Rviv:forced Concrete Boltino in Concr-ote M Pr�;str%Nscul Concicte Structural )v1.Lsoi* Strwhinal Sicel."Welding Ffi,-Yb Swcn-lh Rohir)" '.ipra,v applied Firliroofing --Smoke Control SystcrnN L.ziwmd NN wd Strit,.-tural Obscrvation by dcsigv professional X_Grading. Soils Drainage —Steel, floor and Roof Decks All 'ndiv idual inspecturs to bev,niplo,.ed on this project will be WABO ccrtifwd for the type ol wor�- tbcyar�e to inspect, Ifinspection is for �Nurk that i�, not coverecl by the XV\130 catcgorics. or t.he inspector 1:; not \�ABO certificd, a &-tailod re-,,urtw- of the inspeaor andfimi must bc subinittA The resume must shmA that t1w 111-�P"tor andl thc fin-n are qualified bN education and Qxlvricne-%: to perforni the work- and testing rcquir,.:d hy thc prt�le�:t de-;ign and Nivcifications. Thv work shill bc itispected for eontormance with the plan-, and specificatiom appro% ed by the City. ReN ision," 1111d Aicndt shxt-, will not t)%.- u--,cd for jnsNction. thoy haw Ivenapproved by the City, hispvctloll FCC4)rd,, shall includc: A daily rccord to he rnjilltailw�d 4insitc, iWini/ing the inspection,; perfornwd.. Any nonconforming w(ork No, firought to the imm,!Ji.ate attention of the contractor for rk!;, shal 1 Z� . olution, A \%ocklv r.:port Aall be -;uhmitted to ffic City, detailing the inspections and testing performed. any noncolltiirnii n v , work aud rc-,vilution ofnonconforming item,;. -k f -,or( , 'i — -tarvnietit prior u) tile CertificaW of0ccupane-, K!ing inal i%r, -hal I L - submitted to the building di�l issiwd. Thi,� r%�pon A ill indicatz that inspection and testing k%as completed in cont�)rrnjncc with the approved.plill." spe':irjcation�- and approwd r,:\ isions or addenda. Any unre--,ol%cd discrevancies must be detailcd in the fin.tirvpon. Contractor: Th,; �%Pntracwrshxll provide the special inspwor -or agency adequate notification of vvork requiring ins.pcction. The City approved p!pn anti spccificitlon, inuq bc md,; availahlu, at the jc1briie for the ust of the pccial insIvctor and the City inspector. The contractorshall maintain all dail% insNction mports, on site, for re% ieA by ill parties, I he special inspvction functions are cotzidured to bc in addition to the normal in-,lvaims performed bN the CiN and the contractor is responsible for conwing the City toschedulc regular inNpoctunis. No concrate sL11 be pour,A or other work co%,vred until apprinal is i giN en hy the City ins.-Iltx1or. Building Dcoartmene Thc htjilding (k1rartatclit,41311 rCv1v%% any rcv1sions and jddend:t. The City iwpcctor wiLl monitor thespecial insp"tion llunetionN for cxnnpliaucc with the aagr,.�,ment and the apprn�,cd plans� The City jusp%wtor shall bQ rcspoti,,�ible for apprui ing N ariousstagts of constniction to he co% ered and for% ork to proceed, Design Professionals: 1 fie architect. an& or 4mgincer will clearl) indicateun tha plam, and spvcifitioations the pecific t)peN of special inspection required and,.4iAll iiwludc a -,vhCJ1LLe for insp�cction and tes-ting. The architectand,'or enginc,�r will c,x1rdinit-c th,* ro.% ision jn,.! addenda process in such a way a.,. to erstire that all requircd City jpprtj� als are obtainvd. prior to A orkshoun on the rekisions being performcd in thL field- 011 ner; *Ib,� project o�&n(v, or th,�architcct orengineer acting ai th%:. Okkliel_; agpont. shall cmplo� the special inspector or ENtORCENIENT A fai)urz of the sNcial inspector or firm to perform in keeping %kith th,� r%:4uiremenvs (if the IBC, the approxed plans and this document. maN % oid this agrecmc.nt and the. Building Official's Wmval of the "pecial ins-pector. 4 — In Nuch a casca ncu special inNr.hvtorard.'%)r firm would nevil to be propost.-d')rappnival. Afailureol'the design and or pwiv4:s t . u 1),,rrurni in accordanct; with this agrtvinent may rcmilt in a STOP 'WORK notice heing postcd on 1�,: projed unfil nonconi- iing iter orn _, n, hate Kcn rc�,olxed. ACKNOWLEDGME-NI'S I ha% e rcad and ag ve ,r, to %:ornpl� %A ith Ithe tvi'm" and coildition., of this agreement. 14: Date 0 Contractor !�e 6e. —Sigiintur Date: -20 uate: Ed f&W Arch. big.DA04 FW,,xm" Signature. ?e,iiiCLiCv0,"_ eWG,WC=Lj Special lnsp.,_�g�rLeyjrammell Sigmature Date; 8/26/2020 Spovial InNp. Agency Otto Rosenau & Associates, Inc. ACCEPTED FOR ifit- CITY OF FDNI()\DS BUILDINU DIVISY)N By: Date: � 1A)%N\ RAN P11 S i" rv,inv SHARl' Rt jt,1)1V.v 01\ !-�10\ HI 1-1; St-r—, k1 hwm%14m� 1;nezia. irmpcaion S! Main stk.,,, '1!10r� SOU \�AuLv; LJUUU0IY I I M IV WUPU 1LJ- LJUUF_UU I I -D%,JM- I UE--r- I IA%,ZD I IZ I of E A SPECIAL INSPECTION AND TESTING AGREENIENT Permit #: BLD2018-1101 Project: Sharma, 15712 72" Avenue W. -Ke-vision of Basement WaMoundation Plior to issuance of apermk thisform must be compIded in its endrety and returned to the Cilyfor approvaL The compktedform must have signatures of acknowkdgment by allpardes. DUTIES AND RESPONSIBILITIES The Special Inspection firm of will perform special rms inspection -for the following types of work (separate fo must be submitted if more than one fim is to be employed): X Reinforced steel/placement X Placement of Concrete Verifying use of required Design mix. Testing of concrete For specified strength, air content and slump. Shotcrete Structural Masonry —Structural Epoxy — High Strength Bolting Spray applied Fireproofing Smoke Control Systems — Lateral Wood — Structural Observation by design profession — soils —Expansion Bolts/Thmded Expansion Inserts All individual inspectors to be ernployed on this project Will be WABO certffied for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not wABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to Perform the, work and testing required by the project design and specifications. The work shall be inspected for cofformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections perfbrmed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. �Wmsw-userfsNusmpr,Df$\dakau\Deskwp\Comments Lettm and Special Inspection forms 2019\Special Inspection fbrms\sl Repon Shama wdsion basment wall and foundation doc5/12/2020 LJUL;U01yi I L; I I vtjlup� I L). L�L)Ur_ui I I -0%,um- I ur-F- I M%,/-D IF- I A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and spwifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. uildin De arf�""+- The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design Profession&ls: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The archit6-ct and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special ins ector or agency. p ENFORCEMIENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document ' may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ACKNOWLEDGMIENIS I have read and agree to comply with the terms and conditions oflbj&# 4WpApent. Owner: AMit Sharma Signature A,4 4AA Date may 15, 2020 Contractor- ZJ / 1 Signature Date.- L/ Signed by: Dan Kosnik e L may 15, 2020 Arch./Eng; Sign C wswt Date: -91AF11111DF111F4E4, Special Ins P. Signature— Date: �\edmsw-userf§\userprofSNdakauNDesktop�COmments Utters and Special Inspection forms 2019\Special Inspection forms\Sl Report Sbama revision basment wall and foundation doc5/12/2020 LJUL,UOIYI I r- I IV t-,Iuyt� I L-). LJLJUCUL)( r--r-+or---+LPr-i-DUJtA- I Ur-r- I t-%%,ID I r- I y Special Insp. Agene ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION .4 'anwo ff 'd � I Date: \\eftsvr-userfs\usMrof$\dakau\Desldop\Comments Letters and Special Inspection forms 2019\Special inspection forms\S1 Report Sharma revision basment wall and foundation docS/12/2020 Uuuuolyl I r- I I vtjluyt:: I U. L�L�ur_uo I r--F+-Dr--4UF- I I t'%�,tD I E I OF E0.40 SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: BLD2018-1101 Project: Sharma, 15712 72" Avenue W. Temporary shoring for !Lasement Wall revision Prior to issuance of a permit, thisform must be completed its its entirety and returned to tile Cityfor approval. The completedform must have signatures of acknowledgment by allparties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Sveclal Inspectors - The Special Inspection firm of �-LC _Will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): — Reinforced steel/placement — Placement of Concrete Verifying use of required Design mix. Testing of concrete For specified strength, air content and slump. Shoterete Structural Masonry —Structural Epoxy — High Strength Bolting — Spray applied Fireproofing — Smoke Control Systems Lateral Wood Structural Observation by design professioni X Soils/Installation/construction of temporary Site shoring plan for home foundation —Expansion Bolts/Threaded Expansion Inserts All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm am qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City, Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. �\edmvr-usafii�userpmfSXdakau\DesktopIComments Loam and Special hispection forms 2010\Special Inspcetion fbm1s\sl Report Sharma temporary shoring for Basement wall only- Copy-docS/I 2/2020 LIUL,UOIYI I C: I IV t::IL)iJt! I I.J. L�LJUCUL)( r-F+0IZ_+LJC I -DkUM- I Ur-r- 1MU40 I r- I A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforml g items, A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unres-olved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection, The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions arc considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Building Department; The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design P - ssionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency, ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document� may void this agreement and the Building Official's approval of the special inspector. In such a case a now special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved, ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions pftW&m Owner: AMit Sharma —Signature Contractor: dl� z�lln, 61j,,174' Signature I/ 0- Arch./Eng: (6�4 0 J�m Lovi-L.,.. . Signature may 15, 2020 Date Date: 4/40— Date: �kcdinsvr-userfs\userpmfS\dakauTesktop\Conuments Latm and sp"jal Inspection fonns 2019\Speciol Inspection fonns\Sl Report Shanna tompnmry shoring for Basement wall only- Copy.docS/12/2020 Liuwalyl I r-1 I vulupt: ILJ. LnJur-uz) I r-r40r---+L0Ct-D�,JtA- I %�E--[Z I M%,ZD I F- I PA Special Insp. Cignature L.,--Date: SPecial Insp. Agenc 6,bn l: Zcx-s ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION By: vuwo�� W. W VfALCLIL Date: \\cdmsw-u3crfa\u3crprvSWakau\DcsktopNComments Letters and Special Inspection fbnus 2019\Special Inspection formsNST Report Sharma temporary shoring for Basement wall only- Copy.docS/12/2020 LCOBALT � GEOSCIENCES March 25, 2020 Troy Grasseth G2 Contracting G2contractingalive.com RE: Retaining Wall & Excavation Considerations Proposed Single -Family Residence 15712 — 72nd Avenue West Edmonds, Washington Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to discuss free-standing retaining wall construction east of the proposed residence at the referenced site. This letter follows our receipt and review of a third -party review letter by Landau Associates dated February 19, 202o as well as a recent site visit to observe the current site topography. Their letter discusses a previous 20 feet tall cut and not the 12 to 14 feet tall cut as described to us during our previous site visit. Observations and Recommendations We recently visited the site to observe the current topography. Based on our review, it appears that the proposed lo, feet tall concrete retaining wall east of the residence will be situated on buttress fill. We estimate that a 1-5H:1V (horizontal to vertical) temporary slope can be created safely in the buttress fill to allow for construction of the upper retaining wall, provided the wall is relocated to the west. Figure i shows the current topography and proposed wall location (original plans and recommended location), along with location of buttress fill. We added a 1.5H:1V temporary slope angle to illustrate a possible excavation to allow for basement wall construction and upper concrete wall construction. The originally proposed wall location would require steep temporary excavations in buttress fill that may not be stable. We recommend moving the retaining wall about 8 feet to the west of this location. This location will allow for wall construction while maintaining a I-511:1V slope in buttress fill up to 72nd Avenue West. Since the wall will be situated in fill, we recommend supporting the concrete wall on small diameter pipe piles driven to refusal in underlying glacial till. The following recommendations may be used in foundation design considerations for the concrete wall located in the yard area. The proposed concrete wall may be supported by small diameter driven steel pipe piles extending to refusal in the underlying dense to very dense native soils. Pin piles used for foundation support may consist of two, three, or four -inch diameter, Schedule 40 or 8o, galvanized steel pipes. Allowable axial compression capacities Of 3, 6, and lo tons may be used for these piles, respectively. www.cobaltgeo.co (2o6) 331-1097 March 25, 2020 Page 2 Of 3 Geotechnical Recommendations The required pile length in order to develop the recommended pile capacity is expected to vary depending on the depth of loose/soft soils below the foundation elements. For estimating purposes, a pile length of about 15 to 25 feet may be anticipated. Three and four -inch diameter piles are typically installed using small (approximately 650 to 1,100 pound) hammers mounted to an excavator. Refusal criteria is the minimum amount of time (in seconds) required to achieve one inch of penetration, and it varies with the size of hammer used for pile driving. Penetration resistance required to achieve the capacities will be determined from the hammer size. The following is a summary of typical driving refusal criteria for different hammer sizes that are commonly used for three and four -inch diameter piles. Hammer Weight 3" Pile Refusal Criteria 4" Pile Refusal Criteria Hammer (lb) / Blows per (seconds per inch) (seconds per inch of minute penetration) Hydraulic TB 650/ 225 550-1100 12 20 Hydraulic TB 850/ 325 550-1100 10 16 Hydraulic TB 1,100/ 425 550-1100 6 10 Alternative hammer sizes may be used; however, the contractor should provide adequate information to verify equivalence and refusal criteria. Pile splices may be made with compression fitted sleeve pipe couplers (mechanical couplers). Two inch pin piles are driven with a 140 pound pneumatic hammer. Refusal criteria is 3 cycles of 30 seconds per inch of embedment. A total Of 3 percent of the pin piles (one pile minimum) should be load tested to verify the design capacities. All load tests shall be performed in accordance with the procedure outlined in ASTM D1143. The maximum test load shall be 2 times the design load (i.e. 2 X lo tons = 20 tons). A representative of the geotechnical engineer shall provide full time observation of pile installation and testing to verify the driving refusal criteria. We can provide additional recommendations upon request. Closure The information presented herein is based upon professional interpretation utilizing standard practices and a degree of conservatism deemed proper for this project. We emphasize that this report is valid for this project as outlined above and for the current site conditions and should not be used for any other site. The contractor and owner are responsible for project safety, risk to adjacent properties, and excavation stability. Sincerely, www.cobaltgeo.com (2o6) 331-1097 March 25, 2020 Page 3 Of 3 Geotechnical Recommendations Cobalt Geosciences, LLC �X IAONY WA vs-y�� 54896 NAL Exp. 6/26/2020 Phil Haberman, PE, LG, LEG Principal PH/sc www.cobaltgeo.com (2o6) 331-1097 S� E \r A\ \01 PATIO — 285' — 275' 265' 255' 410 194.0 1 RETAINING WALLS PER STRUCTUW PLANS E)QST j().01 EASMENIr Section Showing Current and Originally Proposed Wall Location Proposed Wall at ProDosed Location 1�_ Le. W. Proposed SFR Fill Presumed Former Cut 1.5H:1V Slopee Native Glacial Till Section Showing Current Layout with Proposed Wall Location West of Original Location Proposed Wall 72nd Ave. W. - 285' Location, -8'West of F ---previous Location - 275' Proposed Finish Yard Grade - 265' Fill - 255' 1.5H:iV Slope Glacial Till Not to Scale C=30 Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (2o6) 331-1097 www.cobaltgeo.com cobaltgeo(a)gmail.com IS SITE STRUCTURES 1 A Division of Kosnik Engineering, PC Sharma Residence 1571272 d Ave West Alternate Basement Wall Design To Allow for Building Construction City of Edmonds, Washington Structural Calculations Awl mop .14k, 744 CONAL Project No. S- I 9-083B First Issue 04-15-2020 REVISION Apr 29 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1050519 TH Ave SE, Suite B, Everett, WA 98208 * (425) 357-9600 (phone) e-mail: dan@kosnik.com prcqoot Shoot - 0 Dgft Job No DESIGN CRITERIA FOUNDATION DESIGN: RETAINING WALL DESIGN 15 BASED ON THE FOLLOWING VALUES AS PROVIDED IN THE GEOTECHNICAL REPORT BY GEOTECH CONSULTANTS INC. DATED 01-25-18 & E-MAIL CORRESPONDENCE OF 09-27-19, ALLOWABLE BEARING PRESSURE: 3,000 PSF LATERAL EARTH PRESSURES: DRAINED BACKFILL ACTIVE CONDITION: 35PCF EFW I LEVEL BACKFILL PASSIVE CONDITION: 30OPCF EFW ULTIMATE SEISMIC ADDITION: E 8H PSF UNIFORM �Al URATED SOIL DENSITY: 125 PCF w/ LEVEL BACKFILL COEFF OF FRICTION: 0,50 ULTIMATE its Projecd R�%AAr Shoot tructures Dae f A DM*Ion of Koenlk Engineering PC Job No rr,- U, 14 -, T tj.,nA,Ar*,*: lok...U: r SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shanna Residence sheet -,'/ Z -� date 4, 11�- ; 42 prJ. no. S-19-0830 8.71FT RETAINING WALL REINFORCING Active Pressure + Surcharge H from top MS MU As Wall thick 8 in 1 20 32 0.001 Concrete cover 1.5 in 2 103 164 0.006 Rebar size 5 3 284 454 0.018 Concrete Strength fc 3000 psi 4 597 956 0.037 5 1079 1727 0.067 Depth to rebar center 6.19 6 1764 2822 0.110 Comp block depth 0.90 7 2687 4299 0.168 8 3883 6212 0.243 9 5387 8618 0.337 10 7233 11573 0.452 11 9458 15133 0.591 12 12096 19354 0.756 13 15182 24291 0.949 EFWa(pcO 35 14 18751 30001 1.172 Surcharge(psf) 100 15 22838 36540 1.428 Soil Density(pco 125 H from top NIS Mu As LF active 1.6 8.25 4228 6765 0.262 LF surcharge 1.6 6 1764 2822 0.109 Vertical Reinforcing: bar size: # 5 spacing: 16 " o/c As 0.23 sq in Z' 0.11 FootinQ to Wall Dowels: bar size: # 5 spacing: 8 " o/c As = 0.46 sq in ?! 0.26 tension controlled cracking: p:5 pt: p = 0.0048 pt= 0.0136 development length: 27.4 Extend Dowels: 3.5 ft minimum into wall ---+ go to 3.67 ft end hook development: 9.6 Embed Dowels: 5.5 in min into footing — go to 9 in into 12 in ftg Horizontal Reinforcinir bar size: # 5 spacing: 16 " o/c each face: no P 0,0024 0.0020 0 J SITE STRUCTURES Project Sharma Residence sheet 4 /r� 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prJ. no. S-19-083P 8.71FT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 H psf 66 psf Load Factor for Seismic Pressure Component 1.00 H from top MS MU As Wall thick 8 in 1 39 42 0.002 Concrete cover 1.5 in 2 179 207 0.008 Rebar size 5 3 455 549 0.021 Concrete Strength f c 3000 psi 4 901 1125 0.044 5 1554 1992 0.078 Depth to rebar center 6.19 6 2448 3204 0.125 Comp block depth 0.90 7 3618 4818 0,188 8 5099 6891 0.269 9 6926 9477 0.370 10 9133 12633 0.494 11 11757 16416 0.641 12 14832 20880 0.816 13 18393 26082 1,019 14 22475 32079 1.253 15 27113 38925 1.521 EFWa(pcf) 35 Soil Density(pcf) 125 H from top NIS MU As 8.25 5522 7487 0.290 LF active 1.6 6 2448 3204 0.124 Vertical Reinforcine: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in 0.12 Footing to Wall Dowels: bar size: # 5 spacing: 8 " o/c As = 0.46 sq in 0.29 tension controlled cracking: p :5 pt: p = 0.0048 pt= 0.0136 development length: 27.4 Extend Dowels: 3.7 R minimum into wall --+ go to 3.67 ft end hook development: 9.6 11 Embed Dowels: 6.0 in min into footing — go to 9 in into 12 in ftg SITE STRUCTURES Project Sharma Residence sheet ;? / q 10511 19th Ave SE, Suite C date 44 11 1'� �Iwp Everett, WA, (425)-357-9600 prJ. no. S-19-083,1�7 8.71FT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 9.25 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 2.00 EFWp(pcf)= 300 Hw(ft)= 8.71 Wftg(ft)= 5.00 FSpassive= 1.00 D(wall)pcf-- 150 Lheel(ft)= 3.00 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 1.33 Surchg(pso= 100.00 D(ftg)pcff- 150 W(surchg)= 300 WI(heel)= 3094 Fsrchg(lbs)= 259 Allowalbe Bearing Pressure 3000 psf W2(wall)= 871 Fa(lbs)= 1497 LF oveturn= 1.5 Fp(lbs)-- 600 Ms-ot(ft-lb)= 5815 W4(ftg)-- 750 Ffrict(lbs)= 2507 Mu-ot(ft-lb)= 8722 Wtotal= 5015 FS sliding= 1.77 FS slide reqd= 1.50 D key(ft)= 0.00 Net Sliding= -1351 Xcw(ft)= 1.97 Ecc-s(ft)= 1. 16 Xresult-s(ft)= 3.13 Tr-s(ft)= 1.87 Ecc-u(ft)= 1.74 Xresult-u(ft)= 3.71 Tr-u(ft)= 1.29 3rd point= 1.67 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 1.87 Lbrg(ft)= 5.00 Ql(psf)= 1758 :5 3000 psf Q2(psf)= 248 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.29 Lbrg(ft)= 3.88 Ql(psf)= 2586 :5 1.5 x 3000 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp, Block a (in)-- 0.45 d - a/2 (in)= 9.46 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Load Factor 1.5 Wall Mu= 6343 ft-lbs Heel Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 6222 6222 ft-lbs @ wall 0. 15 sq in per ft 0.39 sq in per ft 0. 19 sq in per ft Bot bar size = 4 Wall Mu - Heel Mu 121 Bot bar spacing (in)= 16 Toe Mu DESIGN = 150 ft-lbs @ wall Depth to Reinf d (in)= 8.75 Comp Block a (in)-- 0.29 As reqd = 0.00 sq in per ft d - a/2 (in)= 8.61 As min = 0.35 sq in per ft As provided (sq in)= 0.15 1.33 x As reqd = 0.0 1 sq in per ft f SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shanna Residence sheet (P 6 date �-)6 - pIJ. no. S-19-083J71 8.71FT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 9.25 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 2.00 EFWp(pcf)= 300 Hw(ft)= 8.71 Wftg(ft)= 5.00 FSpassive= 1.00 D(wall)pcf-- 150 Lheel(ft)= 3.00 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 1.33 Wseismic(psf)= 66.00 D(ftg)pcf-- 150 WI(heel)= 3094 F seismic= 611 Allowalbe Bearing Pressure 3000 psf W2(wall)= 871 Fa(lbs)= 1497 LF oveturn= 1.36 Fp(lbs)= 600 Ms-ot(ft-lb)= 7040 W4(ftg)= 750 Ffrict(lbs)= 2357 Mu-ot(ft-lb)= 9546 Wtotal= 4715 FS sliding= 1.46 FS slide reqd= 1.36 D key(ft)= 0.00 Net Sliding= -850 Xcw(ft)= 2.00 Ecc-s(ft)= 1.49 Xresult-s(ft)= 3.49 Tr-s(ft)= 1.51 Ecc-u(ft)= 2.02 Xresult-u(ft)= 4.02 Tr-u(ft)= 0.98 3rd point7- 1.67 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.51 Lbrg(ft)= 4.5 3 Q I (psf)= 2083 < 3000 psf Q2(psf)= 0 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.98 Lbrg(ft)= 2.93 Ql(psf)= 3216 :S 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp Block a (in)= 0.45 d - a/2 (in)= 9.46 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Bot bar size = 4 Bot bar spacing (in)= 16 Depth to Reinf d (in)= 8.75 Comp Block a (in)= 0.29 d - a/2 (in)= 8.61 As provided (sq in)= 0.15 Load Factor = 1.5 Wall base Mu= 8282 Heel Mu based on Wdl 5672 Heel Mu DESIGN= 2800 ft-lbs @ wall As reqd = 0.07 sq in per ft As min = 0.39 sq in per ft 1.33 x As reqd = 0.09 sq in per ft Wall Mu - Heel Mu 2610 Toe Mu DESIGN = 2700 ft-lbs @ wall As reqd = 0.07 sq in per ft As min = 0.35 sq in per ft 1.33 x As reqd = 0.09 sq in per ft % ho tructures A DMsIbn of Koonlk Engineering PC 7 al Project Shoat Job No a w �4 M CAI. lit H q 1: :-OV' e, �- mt-ll oy -EDAfo SPECIAL INSPECTION AND TESTING AGREEMENT 46� S1. J%V1 Permit #: BLD 2018-1101 Project: Sharma / STRUCTURAL Prior to issuance of a permit, thisform must be completed in its entirety and returned to the City for approval. The completedform must have signatures of acknowledgment by allparties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: The Special Inspection firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): —X— Reinforced Concrete Spray applied Fireproofing Bolting in Concrete Smoke Control Systems Prestressed Concrete Lateral Wood Shotcrete Structural Observation by design professional Structural Masonry Grading/soils —X— Structural Steel/Welding :5V4 Steel Floor and Roof Decks —X— High Strength Bolting Fwl I Other '54yuc,4� 4"A 6`( A All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the, work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall. include: • A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. • A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. • A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. LABUILDING DIVISION FILES\Spmial Inspectiom\Special Inspedion Reparts\Sl Sharma Struc.&0/30/2019 ContrActor., The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be madc available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection report%, on site, for review by all parties. The special inspection functions aii'.considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or odier work covered until approval is given by the City inspector. Building Department-, The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Desipn Professiouals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect andlor engineer will coordinaW their revision and addenda procuss in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field - Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the JBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming iterns have been resolved, ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditio7ns of eement. 4this. Owner: X, Signature Date Contractor: Sijpialure Date: ag ae? em 8YAAN7��W__"' Arch./Eng-__0 Signature(?-/ Date: iA* I TIA .Special Insp. 1 IM4 Fly yntu _5.ignature ---Date: J Special Insp. Agencya�g ACCEPTED F THE CITY OF EDMONDS BUILDING DIVISION By Date- LARIMMING DIVISION FFITSISVeml lostwdinniNStmeW knxvfJon RcpmAST Shama Svw.dnc97012019 P D STING AGREEMENT SPECIAL INSPECTION AND TE Permit 0: BLD2018-1101 Project: Sharma SFR Prior to issuance of a permi4 thisform must be completed in its endrety and returned to the CUyfor approvaL The cooWletedfarm must have signatures of admawledgment by anpardes. DUTIES AND RESPONSIRIMIES SCANNED Special Inspection Firin and Special . Inspectors: SEP 0 5 2019 The Special Inspection firm of ecdec C-A-KZ14 J&"h. Tnr. will porform special inspection for the following tyjx�s of work (separate forms must be submitted if more than one firm is to be employed): a Geotechnical Engineer for Soils All individual inspectors to be employed on this project will be WABO eertified for the type'of work they are to inspect, If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a dotailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site,, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City-, detailing the inspections and testing performed, lisfing my nonconforming work and resolution of nonconforming itzing, A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued, This report wiff indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions. or addenda. Any unresolved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notifica6on of work requiring inspection. The City approved plan and sp'ecifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all partles., The special inspection funuions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections, No concrete shall be poured or other work covered until approval is given by the City inspector. C:\UsenVnatonGBOTECHNW.OM\AppDateVAcahMimDwMW]ndows\Tanporary lntww� Fltzs\CmtentOialook%RSHVBJT=018- I 101—Shanna—SFR—(Uiidorbrink)jpeoist—Iiispectloq_form,dooxl/912019 Bitilding Department: The building department shall review any revisions and addenda. The City inspector wili'monitor the special hispection functions for compliance with the agreement and the approved plans. Ile City inspector shall be responsible for approving various stahms of construction to be covered and for work to proceed, Desian ProfessionRb: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. Tbo architect and/or engineer will coordinate their revision and addenda proms In such a way as to ensure that A required City approvals am obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent shall employ the special inspector or agency, ENFORCEMEW A failure of the special inspector or firm to perform. in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a now speciafinspector audlor firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordancewith this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ACKNOWLEWMENTS I have read and agree to comply with the terms and conditions of this Owner raw 7 Contractor-, Arch./Eng: .Signature. -Date Date. Dat6: Special Insp. J4, ,,, & ignature -Date. 41 -*)JQ 4�&r WArvi Special Insp. Agency ;ACCEPTMED F CITY OF EDMONDS BUILDING DEPT, Y. 161 -7% B- Date: /z7/ C:kUsm\mu=.GEOTECRNW.O=AppDatakLocaAMiormolhVAndowATempomry Internet M1eAContenWuf1ooMHVHJTS\2019- I 101—Shartna_SFk(UndeTbrink)jpwial_lnqmflon—form.doaxt/9/2019 After Recording Return to: City Clerk City of Edmonds 121 5th Avenue N Edmonds, WA 98020 T 20191021 11 � :11U.IiTy. A0Sr11N'GT Nei A, NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR CRITICAL AREAS BUFFERS ON PROPERTY GRANTOR(S): Amit Sharma & Rajni Mohan GRANTEE: City of Edmonds, a Washington municipal corporation Legal Description: SECTION 05 TOWNSHIP 27 RANGE 04 QUARTER SW MEADOWDALE BEACH BLK 000 D-1 I LOT I CITY ED SP NO PLN2014-0015 REC AFN 201612095001 BEING A PTN LOTS 24 & 25 EXST PLAT Assessor's Tax Parcel ID No.: 00513100002411 Reference Number(s) of Related Documents(s): CRA20180002 NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR CRITICAL AREA BUFFER(S) ON PROPERTY NOTICE IS HEREBY GIVEN this I I -V-+ day of 'TtA uA r�,, 2019, by Amit Sharma & RaJni Mohan ("Grantor(s)"), as required by Grantee, City of Edmonds, pursuant to Edmonds Community Development Code (ECDC) 23.40.270.B, that at least one type of critical area and/or critical areas buffer has been found through field verification to be present on the Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance for a development permit related to the property. As part of the permit application review process it was determined that the following type(s) of critical area and/or critical area buffer(s) were found to be present on the property: Slopes on the subject property exceed 40%. The steepness of these slopes classifies the site as a potential landslide hazard area pursuant to Chapter 23.80 ECDC. The City of Edmonds has adopted ordinances that regulate this type of critical area and/or buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or location of development or other use that may occur on the property. Please contact the City of Edmonds for specific information about the applicable critical area regulations. This notice shall remain on the title records of Snohomish County until released by the City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to demonstrate to the City of Edmonds that the critical area designation no longer applies to the Property. Any release of this notice shall be subject to applicable procedural provisions of the ECDC. GRANTOR(S): By: Name: Title (if applicable): GRANTOR(S): By: Name: tL' Title (if appliAble): A, Notary Pu7blic State of Washington DANA K MCCALL My COMMISSION EXPIRES 1 S!Vember 27, 2019 (use this space for notarial stamp/seal) STATE OF ss. COUNTY OF I certify that I know or have satisfactory evidence that AZr— 5#K94 is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: Ygl �q Notary Public Print Name My commission expires STATE OF ss. COUNTY OF I certify that I know or have satisfactory evidence that A�9�4 14 is the person who appeared before me, and said person acknowledged that Ke2fle's—ig'ned this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: V31 // q Notary Public State of Washington DANA K MCCALL I MY COMMISSION EXPIRES September 27, 2019 space Notary Public Print Name My commission expires 7 1jq I A 2401 Ift Ave E OEOTECH SeafflaWashiftgtoft 981U.1 CONSULTANTS, INC. (425) 747-5618 January 25, 2018 JN 18021 Amit Sharma co?'Y 1737A Northwest 60t' Street a7y Seattle, Washington 98107 via email: amit.sharma@docusign.com Subject: Geotechnical Engineering Study SE? 2 5 2018 Proposed Single -Family Residence 15712 — 72nd Avenue West Edmonds, Washington Our firm has prepared a geotechnical engineering study for the proposed Meadowview Estates short -plat project dated October 9, 2013. The proposed single-family residence that is under consideration in this report is on a lot located in the northeastern corner of the short -plat. This report relies on the information contained in the study for the short -plat property, and provides geotechnical engineering design parameters for the new residence proposed on the subject lot. We understand that a residence is proposed in the upper, eastern portion of the site, adjacent to the west side of 72nd Avenue West. The lot slopes gently to moderately down to the west from the street. It appears that the residence will have a main level near the street grade, and a basement level that daylights to the west. We understand that some retaining walls are proposed on the lot outside of the residence, likely on the more western, downslope portion. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in the Meadowdale area of Edmonds. The subject lot is adjacent to the western, downslope edge of 721 Avenue West. The site is mostly undeveloped, forested, and slopes gently to moderately downward to the west/southwest. However, an approximate 50 percent slope was graded on the western edge of the lot in the last few years in order to install a street within the Meadowdale Estates short -plat property; the paved street is now located at the base of this graded slope. This slope is covered with grass. We made a recent site visit, and we did not observe any indications of instability of the graded slope of natural slopes on the site. Per ECDC 23.80.020A based on soil conditions, any slope on the site that is greater than 15 percent is considered an Erosion Hazard Area. There are several areas that are steeper than 15 percent on the site. The only area on the site that is greater than 40 percent is on the western edge where the street excavation was made as noted above. However, per ECDC 23.80.020.13, these slope is considered to be a Landslide Hazard Area. GEOTECH CONSULTANTS, tNC. I , Sharma JN 18021 January 25, 2018 Page 2 SUBSURFACE Several test pits and test borings were done on throughout the short -plat property in prior to our 2013 study. Two test pits were excavated on the subject lot, while a third test pit was just to the west. In addition, a test boring was just southwest of the lot. The approximate locations of these explorations, which were known as Test Pits 5, 6, and 7, and Test Boring 3, are shown on the Site Exploration Plan, Plate 1. The logs of these previous test pits and boring are attached to this report. The soil - revealed in the upper po * rtion of these explorations is native sand, with the first 2 to 3 feet being loose to medium -dense. Then the sand became dense — which was revealed to the bottom of the test pit of approximately 5 feet. In the nearby test boring, this dense sand was underlain at approximately 8 feet by medium -dense silty sand. At a depth of approximately 24 feet, again dense sand was revealed. The test boring was drilled to a maximum explored depth of approximately 26.5 feet. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test pit and boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. Several test pits and borings were conducted on the short -plat property as noted in our 2013 study, with several on or near the subject lot. These explorations encountered dense sand soils at shallow depths. These soils are very competent for supporting building loads, and thus conventional footings that bear on this competent soil can be used as the foundation of the new residence. These soils also have high shear strength against slope instability. We understand that in addition to the residence, retaining walls are proposed on the site in order to provide some level areas on the site. The onsite sand soils are also very suitable to support the new retaining walls. Based on ECDC 23.80.070.A.2, "buffer requirements shall be ... consistent with recommendations provided in the geotechnical report to eliminate or minimize the risk of property damage, death, or injury resulting from landslides caused in whole or part by activities within the buffer area, based upon review of and concurrence with a critical areas report prepared by a qualified professional". It is our professional opinion that no buffers are needed because: 1) most of the site slopes are less than 30 percent, the western slope that is about 50 percent was graded as part of the Meadowdale Estates development, and 3) the site soils are very competent at shallow depth. An "alteration" is needed per Edmonds Code for this project because of the lack of buffers (noted above) and because development is proposed on Erosion and Landslide Hazard Areas on the site. GEOTECH CONSULTANTS, INC. I Sharma JN 18021 January 25, 2018 Page 3 Based on ECDC-23.80.060A, an alteration to a Landslide Hazard Area and associated buffer may occur for activities that: I . Will not increase the threat of the geologic hazard to adjacent properties beyond preclevelopment conditions; 2. Will not adversely affect other critical areas; 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified. as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. In addition, ECDC 23.80.070.A.3 indicates that alterations of a Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: 1. The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; 2. The development will not decrease slope stability on adjacent properties; and 3. Such alterations will not adversely impact other critical areas. It is our professional opinion the alteration is appropriate because all of these criterial is met, provided the recommendations in this report are followed and the stormwater from the site is connected to the stormwater system of Meadowdale Estates (as is planned). We strongly believe that this development can be done safe and development will be as stable as the current conditions. It will not affect adjacent properties from a geotechnical engineering standpoint. As noted earlier, the area on the site are considered Erosion Hazard Areas per the ECDC. However, we point out that potential erosion hazards on sites such as this only occur only during construction when the existing vegetation is removed and prior to placing buildings, and hardscaping and landscaping features. Thus, during construction, erosion control measures are needed to mitigate the potential for erosion. For this project, we recommend that a silt fence will be needed around the downslope sides of any cleared areas. Existing ground cover should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and, beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or GEOTECH CONSULTANTS, INC. I Sharma JN 18021 January 25, 2018 Page 4 mechanical, to prevent a buildup of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the 'final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. Geotech- Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (113C), the site class within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Soil Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S5) and 1.0 second period (Si) equals 1.33g and 0.52g, respectively. The site soils are not susceptible to seismic liquefaction during a large earthquake because of their dense nature and/or the absence of near -surface groundwater. CONVENTIONAL FOUNDATIONS The proposed residence and the retaining walls can be supported on conventional continuous and spread footings bearing on undisturbed, dense, native sand soil or medium -dense . silty sand revealed below the dense sand. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below -the lowest adjacent finish ground surface for protection against frost and erosion. -The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on the competent native sand soils. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil will be about one-half inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load. GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page 5 Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by. level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PyUZATMETER ITIMNIATE VALUE Coeffici. nt of Friction 0.50 Passive Earth Pressure 300 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the Equivalent Fluid Density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. FOUNDA TiON AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: . Active Earth Pressure 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.50 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the Equivalent Fluid Pressures. * For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls GEOTECH CONSULTANTS, INC. Sharma January 25, 2018 JN 18021 Page 6 constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above-recorn mended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. GEOTECH CONSULTANTS, INC. Sharma January 25, 2018 JN 18021 Page 7 The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a buildup of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm, native, non -organic sand or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4-inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No.4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be Covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6-mil plastic sheeting have been used in the past but are now recommending a minimum 10-mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted, Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page 8 accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter' to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its -placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier retarder. Therefore, if there is a potential that the p rote ctio n/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCA VA TiONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1: 1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above-recom mended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page 9 All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Compacted fill slopes should also not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS Footing drains should be used where: (1) Crawl spaces or basements will be below a structure; (2) A slab is below the outside grade; or, (3) The outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. See Plate 2 for other recommendations regarding subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the residence should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tight lined to a suitable outfall located away from any slopes. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with* any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. The onsite sand soils can be used as structural fill provided they do contain organics and are in a moist condition. GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page 10 Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another- lift is plac ed. This -eliminates the need t . o remove the fill to achieve the required compaction. Fills placed on sloping ground should be keyed into the competent soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the competent soils. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry densit)6 as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our explorations and assume that the soil and groundwater conditions encountered in earlier explorations on and near the subject site are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in explorations. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Amit Sharma and his representatives for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include GEOTECH CONSULTANTS, INC. Sharma JN 18021 January 25, 2018 Page I I assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggesti 6ns for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. We trust that this letter meets your immediate needs for the proposed development. Please contact us if we can be of further service. Respectfully Submitted, GEOTECH CONSULTANTS, INC. 01/25/18 D. Robert Ward, P.E. Principal Attachments: Site Exploration — Plate I Footing Drain Detail — Plate 2 2013 Test Pits and Boring Logs DRW:kg GEOTECH CONSULTANTS, INC. o' c 4. v OF !V WA U�'0^1 1/ E T'11?12"svor L� PROFERIY CU JEQ� A-1 Tp 5 "N (to the\ wiestty� aim= A'01;i RX: 'nm t W WAIT SyN21- -y io �M ........... k", 7- 'Z �-4' TOM GEOTECH CONSULTANTS, INC. NORTH tilt LL 'o' on. T Job No: Date: 1 Plate: I 18021 January 20181 No Scale I I Slope backfill away from foundation. Provide surface drains where necessary. Back -fill (See text for requirements) Washed Rock (7/8" min. size) 4" min. Nonwoven Geotextile Filter Fabric - OF- Tightline Roof Drain (Do not connect to footing drain) Possible Slab 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) 3.",�-. 0 , .;0.' Z,". D ' D ' o . - 0 0-.- . . , 0 .. , - 0 - " , 0 00 0, 0 �fn 0'0 0'0 v, Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 15712 - 72nd Avenue West Edmonds, Washington Job No: Date: Plate: 18021 1 January 20181 1 2 1 5 10 5 10 TEST PIT 5 Topsoil over; Description Brown, slightly silty, gravelly SAND, few organics, loose to moist -becomes mostly gray, no organics, moist, dense • Test Pit terminated at 4.0 feet on July 3, 2013. • No groundwater seepage was observed during excavation. • No caving observed during excavation. ox GS TEST PIT 6 over: Deschpfion Gray, very gravelly SAND, coarse grained, medium dense -becomes dense • Test Pit terminated at 3.0 feet on July 3, 2013. • No groundwater seepage was observed during excavation. • No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by. 13245 1 July 2013 1 D RW I Plate: 5 5 10 '§� ��' TEST PIT 7 Description FILL Topsoil over; Brown, slightly silty, gravelly SAND with organics, loose to medium dense -becomes dense, more gray, no organics * Test Pit terminated at 4.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by: 13245 1 July 2013 1 DRW I Plate: 61 BbRING 3.''' 4Y uscs Description Topsoil ....... Brown/mottled silty, SAND,with7grav�li-ve:ry'-wet,"Ioo -lens of silt 5 Brown, gravelly SAND, some silt,'coars6-grained,- wet, dense7 1 5014 :sjA SP Gray, silty SAND, very fine-grained, w� t,.iliedium-d anse 2 24 1 " r— 1 31 25 20 25 30 35 40 4 20' 5 1 53 1 �1 I -becomes less silty, moist :sm 1 1 4 -becomes wet -lens of silt :x: Gray SAND, medium -grained, moist, dense Test boring was terminated at 26.5 feet below grade on 1-18-97. Groundwater seepage was'encounteredat 3" during drilling. GEOTECH CONSULTAWS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMONDS, WA Job No., Date., [ogged-Py. 13245 JAN 997 DRW OEOTECH CONSULTANTS, INC- Amit Sharma 1737A Northwest 60th Street Seattle, Washington 98107 via email. amit.sharma@docusign.com Subject: Update Letter Proposed Single -Family Residence 15712 — 72nd Avenue West Edmonds, Washington 24011 Oth Ave E Seattle, Washington 98102 (425) 747-5618 December 13, 2018 JN 18021 N, JAN 2 3 2019 BUILDING DEPARTMENT CITY OF EDMONDS We prepared a geotechnical engineering study for the project dated January 25, 2018. In our study, we noted that dense, native sand soils were revealed at shallow depths, and we recommended that all footings for the proposed residence and any retaining walls be founded on these soils. We were recently provided with the plans for the project, and they indicate that all footings will be founded on the dense soil. The plans also indicate that a relatively flat yard/landscape area will surround the residence, and that several engineered retaining walls will be needed around the outside of this area. We believe that the yard/landscape area will be very stable because of the use of the retaining walls. We understand that there are several trees located in the area of the residence and the yard/landscape area that are proposed to be removed to for this development. We have been requested per a City of Edmonds Review Letter to comment on whether it is "safe" to remove the trees for this development. Our comment regarding this is as follows: It is our professional opinion from a geotechnical engineering standpoint that, because of the dense soils and the use of engineered retaining walls as noted above, the removal of the trees is safe. The retaining walls will provide more stability to the site from a geotechnical engineering standpoint than the trees because they will be founded on the dense soils and are engineered. We trust that this letter meets your immediate needs for the proposed development. Please contact us if we can be of further service. DRW:kg Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P. E. Principal 12/13/2018 GEOTECH CONSULTANTS. INC. 2401 1 Oth Ave E OEOTECH Seattle, Washington 98102 CONSULTANTS, INC. (425) 747-5618 December 13, 2018 JN 18021 Amit Sharma 1737A Northwest 60th Street Seattle, Washington 98107 via email: amit.sharma@docusign.com Subject: Update Letter Proposed Single -Family Residence 15712 — 72nd Avenue West Edmonds, Washington We prepared a geotechnical engineering study for the project dated January 25, 2018. In our study, we noted that dense, native sand soils were revealed at shallow depths, and we recommended that all footings for the proposed residence and any retaining walls be founded on these soils. We were recently provided with the plans for the project, and they indicate that all footings will be founded on the dense soil. The plans also indicate that a relatively flat yard/landscape area will surround the residence, and that several engineered retaining walls will be needed around the outside of this area. We believe that the yard/landscape area will be very stable because of the use of the retaining walls. We understand that there are several trees located in the area of the residence and the yard/landscape area that are proposed to be removed to for this development. We have been requested per a City of Edmonds Review Letter to comment on whether it is "safe" to remove the trees for this development. Our comment regarding this is as follows: It is our professional opinion from a geotechnical engineering standpoint that, because of the dense soils and the use of engineered retaining walls as noted above, the removal of the trees is safe. The retaining walls will provide more stability to the site from a geotechnical engineering standpoint than the trees because they will be founded on the dense soils and are engineered. We trust that this letter meets your immediate needs for the proposed development. Please contact us if we can be of further service. Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P. E. Principal DRW:kg 12/13/2018 RECEIV. EM DEC 14 2018 DEVELOPWINT SERMES GEOTECH CONSULTANTS, INC. COLWER 1 4 Il Wayland, Christina From: Jared Underbrink <Jared U @cgeng i neeri ng.com > Sent: Wednesday, September 26, 2018 12:17 PM To: Amit Sharma; dsidhu@greencloverhomedesigns.com; mike@merithomes.ca Cc: Chevy Chase Subject: RE: Details for permit The surveyor typically gathers all his information on the monuments closest to the site. I doubt there is a closer spot to go from unless they set one during the construction of the plat. This is what was done for the overall plat. it seems like your lot being the closest this should be fine with all the information here. It has all the horizontal and vertical information to tie into the property. If something else is needed a surveyor would have to do that, but I don't understand what is being requested. ,ji3V OW422riv 4ACO, N 4#WVr f ANI arm,57 :r W 02.53. N - . 1-233-74 FOM Mt W1 'r & MMM -W AN IMMST*SW mom air 26a) aw W Mau MFV-271-r- - —arw— 11�� POSMA or 4�r AOT WM D4 su"Ey (wr ivu) -7 'aO000 viol rJCV%' * AOD ?P' , 0009, OC)6 006* \—row x x.]7�4�; BVM 00071VS193r ..... ... ... 4 IT". f::AL ENGIN&RING Jared Underbrink, PE I Project Manager 250 4th Ave S Ste 200, Edmonds, WA 98020 p. 425.778.8500 1 f. 425.778.5536 www.cgengineering.com From: Amit Sharma [mailto:amit.sharma@docusign.com] Sent: Wednesday, September 26, 2018 11:48 AM To: Jared Underbrink <Jared U@cgengineering.com>; dsidhu@greencloverhomedesigns.com; mike @merithomes.ca Subject: Re: Details for permit Jared, I was able to submit everything to the city yesterday. YAY! Their one request was to have an updated site plan with a closer datum point. Is that something you can put together in the next day or two so I can drop off the updated one? Amit Sharma I Global Account Manager I DocuSign o: 206.876.69141 m: 425.280.8457 1 docusisEn.com DOCU5�r-v From: Jared Underbrink <JaredU2cgengineering.com> Date: Tuesday, September 18, 2018 at 3:27 PM To: Amit Sharma <amit.sharmagdocusign.com>, "dsidhuAgreencloverhomedesigns.com" <dsidhuggreencloverhomedesigns.com>, "mikegmerithomes.ca" <mikeg erithomes.ca> ,,m Subject: RE: Details for permit Cad will be attached in a separate email. 4EMINCEE'RENG 120 1997-201.7 Jared Underbrink, PE I Project Manager 250 4th Ave S Ste 200, Edmonds, WA 98020 p. 425.778.8500 1 f. 425.778.5536 www.cgengineerinp,.com From: Amit Sharma [mailto:amit.sharma@docusign.com] Sent: Tuesday, September 18, 2018 3:02 PM To: Jared Underbrink <Jared U @cgengineering.com>; dsidhu@greencloverhomedesigns.com; mike@merithomes.ca Subject: Details for permit Jared, 11 Please send Dan your site plan for him to add to his architectural plans and provide whatever is needed for "Datum Point". Amit Sharmal Global Account Manager I DocuSign o: 206.876.6914,1 m: 425.280.8457 1 docusign.com Chapter 296-155 WAC Construction Work Part N Excavation, Trenching, and Shoring WAC 296-155-66403 Appendix B-Sloping and benching. (1) Scope and application. This appendix contains specifications for sloping and benching when used as methods of protecting employees working in excavations from cave-ins. The requirements of this appendix apply when the design of sloping and benching protective systems is to be performed in accordance with the requirements set forth in WAC 296-155-657 (2)(b). (2) Definitions. Actual slope. The slope to which an excavation face is excavated. Distress. Soil that is in a condition where a cave-in is imminent or is likely to occur. Distress is evidenced by such phenomena as the development of fissures in the face of or adjacent to an open excavation; the subsidence of the edge of an excavation; the slumping of material from the face or the bulging or heaving of material from the bottom of an excavation; the spalling of material from the face of an excavation; and ravelling, i.e., small amounts of material such as pebbles or little clumps of material suddenly separating from the face of an excavation and trickling or rolling down into the excavation. Maximum allowable slope. The steepest incline of an excavation face that is acceptable for the most favorable site conditions as protection against cave-ins, and is expressed as the ratio of horizontal distance to vertical rise (H:V). (3) Requirements. (a) Soil classification. Soil and rock deposits must be classified in accordance with appendix A of this Part. (b) Maximum allowable slope. The maximum allowable slope for a soil or rock deposit must be determined from Table N- I of this appendix. (c) Actual slope. (i) The actual slope must not be steeper than the maximum allowable slope. (ii) The actual slope must be less steep than the maximum allowable slope, when there are signs of distress. If that situation occurs, the slope must be cut back to an actual slope which is at least 1/2 horizontal to one vertical (I /2H: IV) less steep than the maximum allowable slope. (iii) When surcharge loads from stored material or equipment, operating equipment, or traffic are present, a competent person must determine the degree to which the actual slope must be reduced below the maximum allowable slope, and must ensure that such reduction is achieved. Surcharge loads from adjacent structures shall be evaluated in accordance with WAC 296-155-655(9). (d) Configurations. Configurations of sloping and benching systems must be in accordance with Figures N- I through N- 18. Table N-1 MAXIMUM ALLOWABLE SOIL OR ROCK TYPE SLOPES (H:V) P] FOR EXCAVATIONS LESS THAN 20 FEET DEEP 121 STABLE ROCK VERTICAL (90') TYPE A 3/4:1 (53') TYPE B 1: 1 (45') TYPE C 1 1/2:1 (34') Part N, Page 15 Chapter 296-155 WAC Construction Work Part N Excavation, Trenching, and Shoring NOTES Ifl: Numbers shown in parentheses next to maximum allowable slopes are angles expressed in degrees from the horizontal. Angles have been rounded off. [2]: Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered professional engineer. 20'Maximum Figure N-1 Slope Configurations for Type A Soil Simple Slope - General All simple slope excavations 20 feet or less in depth must have a maximum allowable slope of 3/4:1. Part N, Page 16 A Chapter 296-155 WAC Construction Work Part N Excavation, Trenching, and Shoring WAC 296-155-66403 (Cont.) 20'Maximan Figure N-2 Slope Configurations for Type A Soil 4'Max.1711,1 3/4 Simple Bench All benched excavations 20 feet or less in depth must have a maximum allowable slope of 3/4:1 and maximum bench dimensions of 4 feet. Figure N-3 20'Maximum 4' Max. 4' Max. Slope Configurations Multiple Bench All benched excavations 20 feet or less in depth must have a maximum allowable slope of 3/4:1 and maximum bench dimensions of 4 feet. Part N, Page 17 Wayland, Christina From: Amit Sharma <amit.sharma@docusign.com> Sent: Wednesday, March 25, 2020 8:05 PM To: Wayland, Christina; Sean Gertz Cc: Subject: Attachments: Importance: Follow Up Flag: Flag Status: Good Evening Christina and Sean g2contracting@live.com; Phil Haberman Re: [EXTERNAL] 15712 72ND AVE W (SHARMA PROJECT) Updated Geo Letter[3].pdf High Follow up Flagged Please find stamped updated letter from my Geotech regarding some changes. After reviewing with our design team, we've decided to change the direction we were going. We've decided to make the following changes: 0 Add Pin Piles to the wall design to better secure the wall and footings past the loose buttress. Move the wall 8'further from the road so we can make the slope more in line with 1.51-1:1V slope and give us a comfortable amount of room to maneuver around safely per our temporary shoring plan. Because we are moving the wall in 8' further, it will no longer need to be 10' tall, so the footing will also not need to be as wide. Moving this wall 8' is a huge sacrifice I am making, but I hope its recognized that it is the right thing to do for everyone and I hope it shows our desire to work with you and get past all of this quickly. If there's anything that can be done to expedite/prioritize review of this, I would greatly appreciate it. In parallel, I am working with my engineers to provide an updated site plan per the changes described here but my thought was, this letter should provide enough detail to agree with our plan to move forward. Amit Sharma I Enterprise Account Executive — Healthcare & Life Sciences I DocuSign rn: 425.280.8457 DocuSign From: "Wayland, Christina" <Christina.Wayland@edmondswa.gov> Date: Monday, March 23, 2020 at 4:26 PM To: Amit Sharma <amit.sharrna@docusign.corn>, "g2contracting@live.com" <g2contracting@live.com> Subject: FW: [EXTERNAL] 15712 72ND AVE W (SHARMA PROJECT) Good afternoon Amit, Please see attached Review letter from our peer consultant. 1-hank you Christina Wayland Permit Coordinator Development Services City of Edmonds 121 5th Ave North, 2nd floor Edmonds, WA 98020 (425)771-0220 Ext: 1243 CITY HALL IS CURRENTLY CLOSED TO GENERAL PUBLIC ACCESS. *Development services will continue to be provided by email or the web and by phone* Please visit www.edmondswa.gov for up-to-date information on City services. For Engineering permit inquiries, please email: engineeringpermits@edmondswa.gov (Planners use planningpermits@edmondswa.gov, Building staff use onlinepermits@edmondswa.gov. For all other inquiries please email: devserv.admin@edmondswa.go . Web Map: www.maps.edmoncswa.gov From: Sean Gertz <SGertz@landauinc.com> Sent: Friday, March 20, 2020 147 PM To: Wayland, Christina <Christi na.Wayland @edmondswa.gov> Cc: Steve Wright <swright@landauinc.com> Subject: RE: [EXTERNAL] 15712 72ND AVE W (SHARMA PROJECT) Hello Christina, Attached is our supplemental geotechnical peer review letter for the proposed residence located at 15712 72 nd Ave W. It is my understanding that the design team will be taking an additional look at the geometry and/or considering different wall types to find an appropriate solution. We feel that even though the design may change in the near future, some of the comments presented in our supplemental peer review letter may still be useful as the design progresses. As always, please let us know if there are any questions. Thank you, Sean Gertz Landau Associates COBALT GEOSCIENCES Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 March 25, 2020 Troy Grasseth r173) G2 Contracting G2contractingalive.com 5 RE: Retaining Wall & Excavation Considerations BUILDING DEpARTMENT Proposed Single -Family Residence C;,Ty oV EDMONDS 15712 — 72nd Avenue West Edmonds, Washington In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to discuss free-standing retaining wall construction east of the proposed residence at the referenced site. This letter follows our receipt and review of a third -party review letter by Landau Associates dated February 19, 202o as well as a recent site visit to observe the current site topography. Their letter discusses a previous 20 feet tall cut and not the 12 to 14 feet tall cut as described to us during our previous site visit. Observations and Recommendations We recently visited the site to observe the current topography. Based on our review, it appears that the proposed lo feet tall concrete retaining wall east of the residence will be situated on buttress fill. We estimate that a I.5H:lV (horizontal to vertical) temporary slope can be created safely in the buttress fill to allow for construction of the upper retaining wall, provided the wall is relocated to the west. Figure 1 shows the current topography and proposed wall location (original plans and recommended location), along with location of buttress fill. We added a 1-5H:1V temporary slope angle to illustrate a possible excavation to allow for basement wall construction and upper concrete wall construction. The originally proposed wall location would require steep temporary excavations in buttress fill that may not be stable. We recommend moving the retaining wall about 8 feet to the west of this location. This location will allow for wall construction while maintaining a 1.5H:iV slope in buttress fill up to 72nd Avenue West. Since the wall will be situated in fill, we recommend supporting the concrete wall on small diameter pipe piles driven to refusal in underlying glacial till. The following recommendations may be used in foundation design considerations for the concrete wall located in the yard area. The proposed concrete wall may be supported by small diameter driven steel pipe piles extending to refusal in the underlying dense to very dense native soils. Pin piles used for foundation support may consist of two, three, or four -inch diameter, Schedule 40 or 8o, galvanized steel pipes. Allowable axial compression capacities Of 3, 6, and lo tons may be used for these piles, respectively. www.cobaltgeo.co (2o6) 331-1097 March 25, 2020 Page 2 Of 3 Geotechnical Recommendations The required pile length in order to develop the recommended pile capacity is expected to vary depending on the depth of loose/soft soils below the foundation elements. For estimating purposes, a pile length of about 15 to 25 feet may be anticipated. Three and four -inch diameter piles are typically installed using small (approximately 650 to 1,100 pound) hammers mounted to an excavator. Refusal criteria is the minimum amount of time (in seconds) required to achieve one inch of penetration, and it varies with the size of hammer used for pile driving. Penetration resistance required to achieve the capacities will be determined from the hammer size. The following is a summary of typical driving refusal criteria for different hammer sizes that are commonly used for three and four -inch diameter piles. Hammer Weight 3" Pile Refusal Criteria 4" Pile Refusal Criteria Hammer (lb) / Blows per (seconds per inch) (seconds per inch of minute penetration) Hydraulic TB 650/ 225 550-1100 12 20 Hydraulic TB 850/ 325 550-1100 10 16 Hydraulic TB 1,100/ 425 550-1100 6 10 Alternative hammer sizes may be used; however, the contractor should provide adequate information to verify equivalence and refusal criteria. Pile splices may be made with compression fitted sleeve pipe couplers (mechanical couplers). Two inch pin piles are driven with a 140 pound pneumatic hammer. Refusal criteria is 3 cycles of 30 seconds per inch of embedment. A total Of 3 percent of the pin piles (one pile minimum) should be load tested to verify the design capacities. All load tests shall be performed in accordance with the procedure outlined in ASTM D1143. The maximum test load shall be 2 times the design load (i.e. 2 X io tons = 20 tons). A representative of the geotechnical engineer shall provide full time observation of pile installation and testing to verify the driving refusal criteria. We can provide additional recommendations upon request. Closure The information presented herein is based upon professional interpretation utilizing standard practices and a degree of conservatism deemed proper for this project. We emphasize that this report is valid for this project as outlined above and for the current site conditions and should not be used for any other site. The contractor and owner are responsible for project safety, risk to adjacent properties, and excavation stability. Sincerely, www.cobaltgeo.co (2o6) 331-1097 March 25,2020 Page 3 Of 3 Geotechnical Recommendations Cobalt Geosciences, LLC X�"o N, N" CA. 54 9 "c GIST EV�, N7 10 Exp. 6/26/2020 Phil Haberman, PE, LG, LEG Principal PH/sc www.cobaltgeo,com (2o6) 331-1097 �42:Zr i�15a < N 4 X, f I \ " /243A Section Showing Current and Originally Proposed Wall Location 284.0 —10. MAX H i Section RETAINING WALLS PER STRUCTURAL PLANS EXIST 10.0- T,,,, EASEMENT' 4�- -- — — 285' Proposed Wall at 72nd Ave. W. Proposed Location — 275' Proposed SFR 265' Fill Presumed Former Cut . . . . ........... ....................................... 255' I'll I.5H:lVSlope" Native Glacial Till bection. bnowing uurrent Layout witn Froposea. wall Location west ot uriginal Location Proposed Wall 72nd Ave. W. — 285' Location,, -8'WWest of -Previous Location — 275' Proposed Finish Yard Grade — 265' Fill L-1� . .......... . ........................................ — 255' 1.5H:lV Slope Glacial Till Not to Scale 1"=30' Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (2o6) 331-1097 www.cobaltgeo.com cobaltgeopgmail.com Wayland, Christina From: 13jorback, Leif Sent: Tuesday, January 7, 2020 12:55 PM To: 'Amit Sharma'; Wayland, Christina; 'g2contracting@live.com' Cc: Carter, Eric; Lambert, Jennifer; Akau, Donovan S Subject: RE: 15712 72ND AVE W, SHARMA � 125 Follow Up Flag: Follow up ;eCetvEV Flag Status: Completed tl 3 A% 0 7 2020 Amit, wiLoNG Thank you for submitting your design plans for the site retaining walls and-T mporary shoring. In light of this submittal, and the fact that conditions on the front portion of your lot and in the right of way have been stabilized, we will consider the restrictions for work stoppage on your project limited to that portion of work that is not part of your previously approved plans. Feel free to proceed with the work as you have requested below. Le�f BjorLcL� Building Official City of Edmonds (42S) 771-0220 Development Services Hours: Monday & Tuesday 8:00 AM — 4:30 PM WEDNESDAYS WALK-IN (counter) hours are 8:30-Noon Thursday & Friday 8:00 AM — 4:30 PM From: Amit Sharma <amit.sharma@docusign.com> Sent: Friday, January 3, 2020 5:03 PM To: Wayland, Christina <Christina.Wayland@edmondswa.gov>;'g2contracting@live.com'<g2contracting@live.com> Cc: Carter, Eric <Eric.Carter@edmondswa.gov>; Lambert, Jennifer <Jennifer.Lambert@edmondswa.gov>; Bjorback, Leif <Leif. Bjo rback@ed mondswa.gov>; Akau, Donovan <Do nova n.Aka u @ed mondswa.gov> Subject: Re: 15712 72ND AVE W, SHARMA Hello All, Thanks for meeting with me today at the counter. As mentioned, while our updated structural/shoring plans are in review for the northeast section of the site plan, we would like to have the option to work on other areas of the site, that won't affect the area in question. Specifically, we'd like to work on the retaining wall along the western edge of the site (please see highlighted section below or attached screen shot). This will definitely save us a lot of time and get us back on track to a somewhat reasonable timeline to complete the construction. Please let me know if there are any questions and/or if this would be acceptable to proceed. P i T IZA 0 $ r Vick AMI MAI L8 P PAT-D MUM Tw MkN Oft UOPERFet 27�1 0 WWI 2swa 0 - N -.1- 45% "N LI NI GAUCI 1.7 1� OnT No 12430 -\I s, 4, 41 Al FASEVNr Amit Sharma I Enterprise Account Executive — Healthcare & Life Sciences I DocuSign m: 425.280.8457 DocuSign From: "Wayland, Christina" <,Christina.Wayland@edmondswa.gov> Date: Thursday, December 26, 2019 at 7:43 AM To: Amit Sharma <amit.sharma@docusign.com>, "'g2contracting@live.comill <g2contracting@live.com> Cc: "Carter, Eric" <Eric.Carter@edmondswa.gov>, "McConnell, Jeanie" <Jeanie. McCon nel I @edmondswa.gov>, "Lambert, Jennifer" <Jennifer. Lambert@edmondswa.gov>, "Biorback, Leif" <Leif. Biorback@ed mondswa.gov> Subject: RE: 15712 72ND AVE W, SHARMA Good morning Amit, 2 If you could bring in everything together, (updated Structural and calcs for the retaining walls and the Shoring), as the Shoring will need to be approved prior to the retaining walls. 1-hank you Christina Wayland Permit Coordinator Development Services City of Edmonds 121 5th Ave North, 2nd floor Edmonds, WA 98020 (425)771-0220 *AS OF 01/01/2017: A 3% SURCHARGE WILL BE ADDED TO ALL CREDIT CARD TRANSACTIONS. THERE IS NO LONGER A $5,000 TRANSACTION LIMIT. Development Services Hours: Monday & Tuesday 8:00 AM — 4:30 PM WEDNESDAYS WALK-IN (counter) hours are 8:30-Noon Thursday & Friday 8:00 AM — 4:30 PM From: Amit Sharma <amit.sharma@docusign.com> Sent: Friday, Decem be r 20, 2019 9:44 AM To: Wayland, Christina <Christina.Wayland@edmondswa.gov>; 'g2contracting@live.com'<g2contracting@live.com> Cc: Carter, Eric <Eric.Carter@edmondswa.gov>; McConnell, Jeanie <Jeanie. McConnell@edmondswa.go >; Lambert, Jennifer <Jennifer. Lambert@ed mondswa.gov>; l3jorback, Leif <Leif. Biorba ck@ed mondswa.gov> Subject: Re: 15712 72ND AVE W, SHARMA Christina, I have the updated Structural and calculations for the retaining walls, just waiting on the shoring. Is it worth me bringing in the documents I have or should we just plan on submitting everything together? Amit Sharma I Enterprise Account Executive — Healthcare & Life Sciences I DocuSign m: 425.280.8457 DocuSign, From: "Wayland, Christina" <.Christina.Wayland@edmondswa.gov> Date: Wednesday, November 27, 2019 at 3:33 PM To: "'g2contracting@live.com... <g2contracting@live.com>, Annit Sharma <amit.sharma@docusign.com> Cc: "Carter, Eric" <Eric. Carter@ed mondswa.gov>, "McConnell, Jeanie" <J ea n ie. McConnell @ed mondswa.gov>, "Lambert, Jennifer" <Jennifer.Lambert@edmondswa.gov>, "13jorback, Leif" <Leif. 134orback@edmondswa.go > Subject: 15712 72ND AVE W, SHARMA Good afternoon Troy, I am getting back to you follow�ng our meeting from yesterday. Like we had discussed, we will need a few additional items submitted for the temporary shoring. This will be a separate permit from the Single Family Building permit. *A site plan detailing the areas of temporary shoring, proposed permanent retaining walls and structures. *Details or plans for the temporary shoring. *Geotech report (received) *A Special Inspection Agreement will be required (determined in review) I have attached the application to submit with your plans. 1-hank you Christina Wayland Permit Coordinator Development Services City of Edmonds 121 5th Ave North, 2nd floor Edmonds, WA 98020 (425)771-0220 *AS OF 01/01/2017: A 3% SURCHARGE WILL BE ADDED TO ALL CREDIT CARD TRANSACTIONS. THERE IS NO LONGER A $5,000 TRANSACTION LIMIT. Development Services Hours: Monday & Tuesday 8:00 AM —4:30 PM WEDNESDAYS WALK-IN (counter) hours are 8:30-Noon Thursday & Friday 8:00 AM — 4:30 PM I I I STRUCTURES T_ A Division of Kosnik Engineering, PC Sharma Residence 1571272 d Ave West Site Retaining Walls City of Edmonds, Washington Structural Calculations Project No. S-1 9-083 First Issue 12-17-19 FaIr, � I � V V , -D) I � C 8 R Ell � IL", ' *_1 "� 0 L-1 \11", U JAN 0 3 R0610 BUILDING DEPARTmEN7 CITY OF EDMONDS 10505 1 9TH Ave SE, Suite 13, Everett, WA 98208 * (425) 357-9600 (phone) * e-mail: dan@kosnik.com Sv!:o aotko- t(al I I f Sharma Residence Site Retaining Walls Project No. S-1 9-083 STRUCTURAL CALCULATIONS INDEX Design Criteria Sheet 01 10.5ft Retaining Wall Review w/ upward sloped backfill 02-05 10.5ft Retaining Wall Review w/ level backfill 05-09 8.Oft Retaining Wall Review w/ level backfill 10-13 5.5ft Retaining Wall Review w/ level backfill 14-17 3.Oft Retaining Ftg Review w/ level backfill 18-19 0 4 1 9 sp Sharma Residence Site Retaining Walls C-1 - DESIGN CRITERIA 2015 IBC as adopted by the City of Edmonds, Washington Foundation Desisin: Retaining wall design is based on the following values derived from the report by Geotech Consultants, Inc dated 01-25-18 & e-mail correspondence of 09-27-19. Allowable Bearing Pressure: 3,000psf Active Condition Passive Condition Seismic Surcharge: Coefficient of Friction: Soil Density: Material Requirements: 35pcf EFW ( level backfill ) 55pcfEFW (upwardslope). 300pcf EFW ultimate E = 8H psf Uniform Rebar: Grade 60 Concrete: f c= 3500 psi 0.50 ultimate 125 pcf level backfill 135 pcf upward sloped backfill SITE STRUCTURES Project Shanna sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 p�. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Surcharge H from top Ms Mu As Wall thick 10 in 1 9 15 0.000 Concrete cover 2 in 2 73 117 0.004 Rebar size 6 3 -248 396 0.012 Concrete Strength fc 3500 psi 4 587 939 0.029 5 1146 1833 0.057 Depth to rebar center 7.63 6 1980 3168 0.099 Comp block depth 1.11 7 3144 5031 0.157 8 4693 7509 0.234 9 6683 10692 0.333 10 9167 14667 0.457 11 12201 19521 0.609 12 15840 25344 0.790 13 20139 32223 1.005 EFWa(pcf) 55 14 25153 40245 1.255 Surcharge(pso 0 15 30938 49500 1.544 Soil Density(pcf) 135 H from top Ms Mu As LF active 1.6 10.5 10612 16979 0.534 LF surcharge 1.6 8 4693 7509 0.236 Vertical Reinforcing: bar size: # 6 spacing: 16 " o/c As = 0.33 sq in 0.24 Footing to Wall Dowels: bar size: #6 spacing: 8 " O/c As = 0.66 sq in 2: 0.53 tension controlled cracking: p :5 pt: p = 0.0055 pt= 0.0158 development length: 30.4 Extend Dowels: 4.5 ft minimum into wall --+ go to 5 ft end hook development: 10.6 Embed Dowels: 8.6 in min into footing ---* go to I I in into 14 in ftg Horizontal Reinforcing: bar size: # 5 spacing: 12 " o/c each face: no P 0,0026 2: 0.0020 SITE STRUCTURES Project Shanna sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 Hpsf= 84 psf Load Factor for Seismic Pressure Component 1.00 H from top Ms Mu As Wall thick 10 in 1 51 57 0.002 Concrete cover 2 in 2 241 285 0.009 Rebar size 6 3 626 774 0.024 Concrete Strength fc 3500 psi 4 1259 1611 0.050 5 2196 2883 0.090 Depth to rebar center 7.63 6 3492 4680 0.146 Comp, block depth 1.11 7 5202 7089 0.221 8 7381 10197 0.318 9 10085 14094 0.440 10 13367 18867 0.588 11 17283 24603 0.767 12 21888 31392 0.979 13 27237 39321 1.226 14 33385 48477 1.512 15 40388 58950 1.839 EFWa(pcf) 55 Soil Density(pcf) 135 H from top Ms Mu As 10.5 15242 21609 0.679 LF active .1.6 8 7381 10197 0.321 Vertical Reinforcing: bar size: # 6 spacing: 16 " o/c As 0.33 sq in 2, 0.32 Footing to Wall Dowels: barsize: # 6 spacing: 8 " o/c As = 0.66 sq in Z: 0.68 tension controlled cracking: p:5 pt: p = 0.0055 pt= 0.0158 development length: 30.4 Extend Dowels: 5.1 ft minimum into wall --+ go to 5 ft end hook development: 10.6 " Embed Dowels: 10.9 in min into footing — go to I I in into 14 in ftg SITE STRUCTURES Project Sharma sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prJ. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 11.67 EFWa(pcf)= 55 Tw(in)= 10 Tftg(in)= 14.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 10.5 Wftg(ft)= 7.33 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 3.50 . CoeFrict-- 0.50 Dsoil(pco= 135.00 Ltoe(ft)= 3.00 Surchg(psf)= 0.00 D(ftg)pcf�- 150 W(surchg)= 0 WI(heel)= 4963 W2(wall)= 1313 W4(ftg)= 1283 Wtotal= 7558 Fsrchg(lbs)= 0 Fa(lbs)= 3745 Fp(lbs)= 2756 Ffrict(lbs)= 3779 FS sliding= 1.74 FS slide reqd= 1.50 Net Sliding= -2790 Allowalbe Bearing Pressure LF oveturn= 1.5 Ms-ot(R-lb)= 14569 Mu-ot(ft-lb)= 21853 D key(ft)= 2.00 3000 psf Xcw(ft)= 2.45 Ecc-s(ft)= 1.93 Xresult-s(ft)= 4.38 Tr-s(ft)= 2.95 Ecc-u(ft)= 2.89 Xresult-u(ft)= 5.34 Tr-u(ft)= 1.99 3rd point-- 2.44 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)-- 2.95 Lbrg(ft)= 7.33 Ql(pso= 1634 5 3000 psf Q2(psf)= 429 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.99 Lbrg(ft)= 5.96 Ql(psf)= 2535 :5 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 6 Top bar spacing (in)= 16 Depth to Reinf d (in)= 11.63 Comp Block a (in)= 0.56 d - a/2 (in)= 11.35 As provided (sq in)= 0.33 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Load Factor 1.5 Wall Mu= 15917 ft-lbs Heel Mu based on Wdl 10753 Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = I 1000 ft-lbs @wall 0.22 sq in per ft 0.47 sq in per ft 0.29 sq in per ft Bot bar size = 6 Wall Mu - Heel Mu 5165 Bot bar spacing (in)= 16 Toe Mu DESIGN = 5200 ft-lbs @ wall Depth to Reinf d (in)= 10.63 Comp Block a (in)= 0.56 As reqd = 0.11 sq in per ft d - a/2 (in)= 10.35 As min = 0.43 sq in per ft As provided (sq in)= 0.33 1.33 x As reqd = 0. 15 sq in per ft I SITE STRUCTURES Project Sharma sheet C 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prJ. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 11.67 EFWa(pcf)= 55 Tw(in)= 10 Tftg(in)= 14.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 10.5 Wftg(ft)-- 7.33 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 3.50 CoeFrict-- 0.50 Dsoil(pcf)= 135.00 Ltoe(ft)= 3.00 Wseismic(psf)= 84.00 D(ftg)pcf-� 150 W I (heel)= 4963 F seismic= 980 Allowalbe Bearing Pressure 3000 psf W2(wall)= 1313 Fa(lbs)= 3745 LF oveturn= 1.42 Fp(lbs)= 2756 Ms-ot(ft-lb)= 18911 W4(ftg)= 1283 Ffrict(lbs)= 3779 Mu-ot(ft-lb)= 26810 Wtotal= 7558 FS sliding= 1.38 FS slide reqd= 1.42 D key(ft)= 2.00 Net Sl iding= - 18 10 Xcw(ft)= 2.45 Ecc-s(ft)= 2.50 Xresult-s(ft)= 4.95 Tr-s(ft)= 2.38 Ecc-u(ft)= 3.55 Xresult-u(ft)= 6.00 Tr-u(ft)= 1.33 3rd point-- 2.44 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 2.3 8 Lbrg(ft)= 7.13 Ql(psf)= 2120 �S 3000 psf Q2(psf)= 0 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.33 Lbrg(ft)= 3.99 Ql(psf)= 3784 :5 1.5 x 3000 4500 psf Q2(psf)= 0 REEL REINFORCING DESIGN Top bar cover (in)�- 2 Top bar size = 6 Top bar spacing (in)= 16 Depth to Reinf d (in)= 11.63 Comp Block a (in)= 0.56 d - a/2 (in)= 11.35 As provided (sq in)= 0.33 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Bot bar size = 6 Bot bar spacing (in)= 16 Depth to Reinf d (in)-- 10.63 Comp Block a (in)= 0.56 d - a/2 (in)= 10.35 As provided (sq in)= 0.33 Load Factor= 1.5 Wall base Mu= 22863 Heel Mu based on Wdl 10753 Heel Mu DESIGN= 10800 ft-lbs @ wall As reqd = 0.21 sq in per ft As min = 0.47 sq in per ft 1.33 x As reqd = 0.28 sq in per ft Wall Mu - Heel Mu 12110 Toe Mu DESIGN = 12200 ft-lbs @ wall As reqd = 0.26 sq in per ft As min = 0.43 sq in per ft 1.33 x As reqd = 0.35 sq in per ft SITE STRUCTURES Project Sharma sheet 11 10511 19th Ave SE, Suite C date IOL- 11 - 1 -1 Everett, WA, (425)-357-9600 prJ. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Surcharge • from top Ms Mu As Wall thick 8 in 1 6 9 0.000 Concrete cover 2 in 2 47 75 0.003 Rebar size 6 3 158 252 0,011 Concrete Strength f c 3500 psi 4 373 597 0.026 5 729 1167 0,051 Depth to rebar center 5.63 6 1260 2016 0.087 Comp block depth 1.11 7 2001 3201 0.139 8 2987 4779 0.207 9 4253 6804 0.295 10 5833 9333 0.405 11 7764 12423 0.539 12 10080 16128 0.699 13 12816 20505 0.889 EFWa(pcO 35 14 16007 25611 1.110 Surcharge(psf) 0 15 19688 31500 1.366 Soil Density(pcf) 125 • from top MS Mu As LF active 1.6 10.5 6753 10805 0.474 LF surcharge 1.6 8 2987 4779 0.210 Vertical ReinforcinLy: bar size: 96 spacing: 16 " o/c As = 0.33 sq in a 0.21 Footing to Wall Dowels: bar size: # 6 spacing: 8 " o/c As = 0.66 sq in ?: 0.47 tension controlled cracking: p:5 pt: p = 0.0069 pt= 0.0158 development length: 30.4 Extend Dowels: 4.3 ft minimum into wall ---+ go to 5 ft end hook development: 10.6 Embed Dowels: 7.6 in min into footing — go to I I in into 14 in ftg Horizontal Reinforcine: bar size: # 5 spacing: 12 " o/c each face: no P 0.0032 2! 0.0020 SITE STRUCTURES Pro ect Shanna sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 H psf 84 psf Load Factor for Seismic Pressure Component 1.00 H from top MIS Mu As Wall thick 8 in 1 48 51 0.002 Concrete cover 2 in 2 215 243 0.011 Rebar size 6 3 536 630 0.027 Concrete Strength f c 3500 psi 4 1045 1269 0.055 5 1779 2217 0.096 Depth to rebar center 5.63 6 2772 3528 0.153 Comp block depth 1.11 7 4059 5259 0.228 8 5675 7467 0.324 9 7655 10206 0.443 10 10033 13533 0.587 11 12846 17505 0.759 12 16128 22176 0,962 13 19914 27603 1.197 14 24239 33843 1.467 15 29138 40950 1.776 EFWa(pcf) 35 Soil Density(pcf) 125 H from top NIS Mu As 10.5 11383 15435 0.677 LF active 1.6 8 5675 7467 0.327 Vertical Reinforcing: bar size: 6 spacing: 16 " o/c As 0.33 sq in 0.33 Footing to Wall Dowels: bar size: # 6 spacing: 8 " o/c As = 0.66 sq in 0.68 tension controlled cracking: p:5 pt: p = 0.0069 pt= 0.0158 development length: 30.4 Extend Dowels: 5.1 ft minimum into wall --+ go to 5 ft end hook development: 10.6 " Embed Dowels: 10.9 in min into footing — go to I I in into 14 in ftg SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma sheet date prJ. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 11.67 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 14.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 10.5 Wftg(ft)= 6.00 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 3.33 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 2.00 Surchg(pso= 0.00 D(ftg)pcf-- 150 W(surchg)= 0 WI(heel)= 4372 W2(wall)= 1050 W4(ftg)= 1050 Wtotal= 6472 Fsrchg(lbs)= 0 Fa(lbs)= 2383 Fp(lbs)= 2756 Ffrict(lbs)= 3236 FS sliding= 2.51 FS slide reqd= 1.50 Net Sliding= -3609 Allowalbe Bearing Pressure LF oveturn= 1.5 Ms-ot(ft-lb)= 9271 Mu-ot(ft-lb)= 13907 D key(ft)= 2.00 3000 psf Xcw(ft)= 2.21 Ecc-s(ft)= 1.43 Xresult-s(ft)= 3.64 Tr-s(ft)= 2.36 Ecc-u(ft)= 2.15 Xresult-u(ft)= 4.35 Tr-u(ft)= 1.65 3rd point-- 2.00 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 2.36 Lbrg(ft)= 6.00 Q I (psf)= 1767 S 3000 psf Q2(pso= 390 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.65 Lbrg(ft)= 4.94 Q I (psf)= 2622 :5 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Load Factor 1.5 Top bar cover (in)= 2 Wall Mu= 10129 ft-lbs Top bar size = 6 Heel Mu based on Wdl 8737 Top bar spacing (in)= 16 Depth to Reinf d (in)-- 11.63 Heel Mu DESIGN= 9000 ft-lbs @ wall Comp Block a (in)= 0.56 As reqd = 0. 18 sq in per ft d - a/2 (in)= 11.35 As min = 0.47 sq in per ft As provided (sq in)= 0.33 1.33 x As reqd = 0.24 sq in per ft TOE REINFORCING DESIGN Bot bar cover (in)= 3 Bot bar size = 6 Wall Mu - Heel Mu 1392 Bot bar spacing (in)-- 16 Toe Mu DESIGN = 1400 ft-lbs @ wall Depth to Reinf d (in)= 10.63 Comp Block a (in)= 0.56 As reqd = 0.03 sq in per ft d - a/2 (in)= 10.35 As min = 0.43 sq in per ft As provided (sq in)= 0.33 1.33 x As reqd = 0.04 sq in per ft SITE STRUCTURES Project Sharma sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prJ. no. S-19-083 10.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 11.67 EFWa(pco= 35 Tw(in)= 8 Tftg(in)�- 14.00 Hp(FT)= 1.50 EFWp(pco= 300 Hw(ft)= 10.5 Wftg(ft)= 6.00 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 3.33 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 2.00 Wseismic(psf)= 84.00 D(ftg)pcf-- 150 WI(heel)= 4372 W2(wall)= 1050 W4(ftg)-- 1050 Wtotal= 6472 F seismic= 980 Fa(lbs)= 2383 Fp(lbs)-- 2756 Ffrict(lbs)= 3236 FS sliding= 1.78 FS slide reqd= 1.36 Net Sliding= -2629 Allowalbe Bearing Pressure 3000 psf LF ovetum= 1.36 Ms-ot(ft-lb)= 13613 Mu-ot(ft-lb)= 18458 D key(ft)= 2.00 Xcw(ft)= 2.21 Ecc-s(ft)-- 2. 10 Xresult-s(ft)= 4.31 Tr-s(ft)= 1.69 Ecc-u(ft)= 2.85 Xresult-u(ft)-- 5.06 Tr-u(ft)= 0.94 3rd point-- 2.00 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.69 Lbrg(ft)= 5.07 Ql(psf)= 2552 3000 psf Q2(psf)= 0 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.94 Lbrg(ft)= 2.83 Ql(psf)= 4579 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 6 Top bar spacing (in)= 16 Depth to Reinf d (in)= 11.63 Comp, Block a (in)= 0.56 d - a/2 (in)= 11.35 As provided (sq in)= 0.33 TOE REINFORCING DESIGN Bot bar cover (in)-- 3 Bot bar size = 6 Bot bar spacing (in)-- 16 Depth to Reinf d (in)-- 10.63 Cornp Block a (in)= 0.56 d - a/2 (in)= 10.35 As provided (sq in)= 0.33 Load Factor = 1.5 Wall base Mu= 17075 Heel Mu based on Wdl 8737 Heel Mu DESIGN= 9000 ft-lbs @ wall As reqd = 0. 18 sq in per ft As min = 0.47 sq in per ft 1.33 x As reqd = 0.24 sq in per ft Wall Mu - Heel Mu 8338 Toe Mu DESIGN= 9000 ft-lbs @ wall As reqd = 0. 19 sq in per ft As min = 0.43 sq in per ft 1.33 x As reqd = 0.26 sq iti per ft SITE STRUCTURES Project 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Sharma sheet 10 date' 11,1 , 11 prJ. no. S-19-083 &OFT RETAINING WALL REINFORCING Active Pressure + Surcharge • from top Ms Mu As Wall thick 8 in 1 6 9 0.000 Concrete cover 2 in 2 47 75 0.003 Rebar size 5 3 158 252 0.011 Concrete Strength fc 3500 psi 4 373 597 0.026 5 729 1167 0.050 Depth to rebar center 5.69 6 1260 2016 0.086 Comp block depth 0.56 7 2001 3201 0.137 8 2987 4779 0.205 9 4253 6804 0.291 10 5833 9333 0.400 11 7764 12423 0.532 12 10080 16128 0.691 13 12816 20505 0.878 EFWa(pcO 35 14 16007 25611 1.097 Surcharge(pso 0 15 19688 31500 1.349 Soil Density(pco 125 • from top NIS Mu As LF active 1.6 8 2987 4779 0.196 LF surcharge 1.6 6 1260 2016 0.083 Vertical Reinforcing: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in 2: 0.08 Footina to Wall Dowels: bar size: # 6 spacing: 16 " o/c As = 0.33 sq in 2: 0.20 tension controlled cracking: p :5 pt: p = 0.0035 pt= 0.0158 development length: 25.4 Extend Dowels: 3.3 ft minimum into wall --+ go to 4 ft end hook development: 10.6 Embed Dowels: 6.3 in min into footing — go to 9 in into 12 in ftg Horizontal Reinforcing: bar size: # 5 spacing: 12 " o/c each face: no P 0.0032 0.0020 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma sheet date prJ. no. S-19-083 &OFT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 Hpsf= 64 psf Load Factor for Seismic Pressure Component 1.00 H from top NIS MU As Wall thick 8 in 1 38 41 0.002 Concrete cover 2 in 2 175 203 0.009 Rebar size 5 3 446 540 0.023 Concrete Strength fc 3500 psi 4 885 1109 0.048 5 1529 1967 0.084 Depth to rebar center 5.69 6 2412 3168 0.136 Comp block depth 0.56 7 3569 4769 0.204 8 5035 6827 0.292 9 6845 9396 0,403 10 9033 12533 0.537 11 11636 16295 0.698 12 14688 20736 0.888 13 18224 25913 1.110 14 22279 31883 1.366 15 26888 38700 1.658 EFWa(pcf) 35 Soil Density(pef) 125 H from top NIS MU As 8 5035 6827 0.280 LF active 1.6 6 2412 3168 0.130 Vertical Reinforcin2: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in a 0.13 Footine to Wall Dowels: bar size: # 6 spacing: 16 " o/c As = 0.33 sq in 2: 0.28 tension controlled cracking: p:5 pt: p = 0.0035 pt= 0.0158 development length: 25.4 Extend Dowels: 3.8 ft minimum into wall --+ go to 4 ft end hook development: 10.6 Embed Dowels: 9.0 in min into footing go to 9 in into 12 in ftg SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma sheet date prJ. no. S-19-083 8.OFT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 9.00 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 1.50 EFWp(pco= 300 Hw(ft)= 8 Wftg(ft)= 5.00 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 2.83 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 1.50 Surchg(pso= 0.00 D(ftg)pcf-- 150 W(surchg)= 0 W I (heel)= 2830 Fsrchg(lbs)= 0 Allowalbe Bearing Pressure 3000 psf W2(wall)= 800 Fa(lbs)= 1418 LF oveturn= 1.5 Fp(lbs)= 506 Ms-ot(ft-lb)= 4253 W4(ftg)= 750 Ffrict(lbs)= 2190 Mu-ot(ft-lb)= 6379 Wtotal= 4380 FS sliding= 1.90 FS slide reqd= 1.50 D key(ft)= 0.00 Net Sliding= -1279 Xcw(ft)= 1.92 Ecc-s(ft)= 0.97 Xresult-s(ft)= 2.89 Tr-s(ft)= 2.11 Ecc-u(ft)= 1.46 Xresult-u(ft)= 3.38 Tr-u(ft)= 1.62 3rd point-- 1.67 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 2.11 Lbrg(ft)= 5.00 Q I (psf)= 1287 3000 psf Q2(psf)= 465 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.62 Lbrg(ft)= 4.87 Ql(psf)= 1799 < 1.5 x 3000 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)-- 16 Depth to Reinf d (in)= 9.69 Comp, Block a (in)= 0.39 d - a/2 (in)= 9A9 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Load Factor 1.5 Wall Mu-- 4480 ft-lbs Heel Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 4948 5000 ft-lbs @ wall 0. 12 sq in per ft 0.39 sq in per ft 0. 16 sq in per ft Bot bar size = 5 Wall Mu - Heel Mu -468 Bot bar spacing (in)-- 16 Toe Mu DESIGN = 500 ft-lbs @ wall Depth to Reinf d (in)= 8.69 Comp, Block a (in)= 0.39 As reqd = 0. 0 1 sq in per ft d - a/2 (in)= 8.49 As min = 0.35 sq in per ft As provided (sq in)= 0.23 1.33 x As reqd = 0.02 sq in per ft SITE STRUMIRES Project Sharma sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prJ. no. S-"19-083 8.OFT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 9.00 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 8 W ' ftg(ft)= 5.00 FSpassive= 1.50 D(wall)pcff- 150 Lheel(ft)= 2.83 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 1.50 Wseismic(psf)= 64.00 D(ftg)pcff- 150 WI(beel)= 2830 F seismic= 576 Allowalbe Bearing Pressure 3000 psf W2(wall)= 800 Fa(lbs)= 1418 LF oveturn= 1.36 Fp(lbs)= 506 Ms-ot(ft-lb)= 6591 W4(ftg)= 750 Ffrict(lbs)= 2190 Mu-ot(ft-lb)= 8937 Wtotal= 4380 FS sliding= 1.35 FS slide reqd= 1.36 D key(ft)= 0.00 Net Sliding= -703 Xcw(ft)= 1.92 Ecc-s(ft)= 1.50 Xresult-s(ft)= 3.42 Tr-s(ft)= 1.58 Ecc-u(ft)= 2.04 Xresult-u(ft)= 3.96 Tr-u(ft)= 1.04 3rd point-- 1.67 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.58 Lbrg(ft)= 4.73 Ql(psf)= 1854 :5 3000 psf Q2(psD= 0 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 1.04 Lbrg(ft)= 3.12 Ql(psf)= 2809 :S 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)-- 9.69 Comp Block a (in)-- 0.39 d - a/2 (in)= 9.49 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Load Factor= 1.5 Wall base Mu-- Heel Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 7552 4948 5000 ft-lbs @ wall 0. 12 sq in per ft 0.39 sq in per ft 0. 16 sq in per ft Bot bar size = 5 Wall Mu - Heel Mu 2604 Bot bar spacing (in)= 16 Toe Mu DESIGN = 3000 ft-lbs @ wall Depth to Reinf d (in)-- 8.69 Comp Block a (in)= 0.39 As reqd = 0.08 sq in per ft d - a/2 (in)= 8.49 As min = 0.35 sq in per ft As provided (sq in)= 0.23 1.33 x As reqd = 0. 10 sq in per ft SITE STRUCTURES Proj ect Sharma 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 5.5FT RETAINING WALL REINFORCING sheet date prj. no. S-19-083 Active Pressure + Surcharge H from top NIS Mu As Wall thick 8 in 1 6 9 0.000 Concrete cover 2 in 2 47 75 0.003 Rebar size 5 3 158 252 0.011 Concrete Strength fc 3500 psi 4 373 597 0.026 5 729 1167 0.050 Depth to rebar center 5.69 6 1260 2016 0.086 Comp, block depth 0.56 7 2001 3201 0.137 8 2987 4779 0.205 9 4253 6804 0.291 10 5833 9333 0.400 11 7764 12423 0.532 12 10080 16128 0.691 13 12816 20505 0.878 EFWa(pcO 35 14 16007 25611 1.097 Surcharge(psO 0 15 19688 31500 1.349 Soil Density(pcf) 125 H from top Ms Mu As LF active 1.6 5.5 971 1553 0.064 LF surcharge 1.6 5.5 971 1553 0.064 Vertical Reinforcine: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in a 0.06 Footine to Wall Dowels: bar size: # 6 spacing: 16 " o/c As = 0.33 sq in 2: 0.06 tension controlled cracking: p :5 pt: p = 0.0035 pt= 0.0158 development length: 25.4 Extend Dowels: 0.4 ft minimum into wall — go to 2.33 ft end hook development: 10.6 Embed Dowels: 2.1 in min into footing — go to 9 in into 12 in ftg Horizontal Reinforcine: bar size: 5 spacing: 12 " o/c each face: no P 0.0032 0.0020 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shanna sheet 195 date - I-) - 6- prJ. no. S-19-083 5.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Seismic Pressure Component Uniform Lateral Earth Pressure 8 H psf 44 psf Load Factor for Seismic Pressure Component 1,00 H from top NIS MU As Wall thick 8 in 1 28 31 0.001 Concrete cover 2 in 2 135 163 0.007 Rebar size 5 3 356 450 0.019 Concrete Strength fc 3500 psi 4 725 949 0,641 5 1279 1717 0.074 Depth to rebar center 5.69 6 2052 2808 0.120 Comp block depth 0.56 7 3079 4279 0.183 8 4395 6187 0.265 9 6035 8586 0.368 10 8033 11533 0.494 11 10426 15085 0.646 12 13248 19296 0.827 13 16534 24223 1.038 14 20319 29923 1.282 15 24638 36450 1.561 EFWa(pcf) 35 Soil Density(pcf) 125 H from top NIS MU As 5.5 1636 2218 0.091 LF active 1.6 5.5 1636 2218 0.091 Vertical Reinforcine: bar size: # 5 spacing: 16 " o/c As = 0.23 sq in 0.09 FootinE to Wall Dowels: bar size: # 6 spacing: 16 " o/c As = 0.33 sq in 0.09 tension controlled cracking: p :5 pt: p = 0.0035 pt= 0.0158 development length: 25.4 Extend Dowels: 0.6 ft minimum into wall --+ go to 2.33 ft end hook development: 10.6 " Embed Dowels: 2.9 in min into footing — go to 9 in into 12 in ftg SITE STRUCTURES Proj ect Sharma sheet 10511 19th Ave SE, Suite C date Everett, WA, (425)-357-9600 prj. no. S-19-083 5.5FT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 6.50 EFWa(pcf)= 35 Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 5.5 Wftg(ft)= 3.33 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 1.67 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 0.99 Surchg(psf)= 0.00 D(ftg)pcf-- 150 W(surchg)= 0 WI(heel)= 1148 Fsrchg(lbs)= 0 Allowalbe Bearing Pressure 3000 psf W2(wall)= 550 Fa(lbs)= 739 LF oveturn= 1.5 Fp(lbs)= 506 Ms-ot(ft-lb)= 1602 W4(ftg)= 500 Ffrict(lbs)= 1099 Mu-ot(ft-lb)= 2403 Wtotal= 2198 FS sliding7= 2.17 FS slide reqd= 1.50 D key(ft)= 0.00 Net Sfiding= -866 Xcw(ft)= 1.32 Ecc-s(ft)= 0.73 Xresult-s(ft)= 2.05 Tr-s(ft)= 1.28 Ecc-u(ft)= 1.09 Xresult-u(ft)= 2.41 Tr-u(ft)= 0.92 3rdpoint-- 1.11 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 1.28 Lbrg(ft)= 3.33 Ql(psf)= 1112 :5 3000 psf Q2(psf)= 208 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.92 Lbrg(ft)= 2.76 Ql(psf)= 1592 :5 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp, Block a (in)= 0.39 d - a/2 (in)= 9.49 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)-- 3 Load Factor 1.5 Wall Mu= 1456 ft-lbs Heel. Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 1341 1400 ft-lbs @ wall 0.03 sq in per ft 0.39 sq in per ft 0.04 sq in per ft Bot bar size = 5 Wall Mu - Heel Mu 114 Bot bar spacing (in)= 16 Toe Mu DESIGN = 200 ft-lbs @ wall Depth to Reinf d (in)= 8.69 Comp Block a (in)= 0.39 As reqd = 0.0 1 sq in per ft d - a/2 (in)= 8.49 As min = 0.35 sq in per ft As provided (sq in)= 0.23 1.33 x As reqd = 0.01 sq in per ft SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Shanna sheet / -7 date 12, -1 -)-In- prJ. no. S-19-083 5.5FT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 6.50 EFWa(pcf)= 35 Tw(in)-- 8 Tftg(in)= 12.00 Hp(FT)= 1.50 EFWp(pcf)= 300 Hw(ft)= 5.5 Wftg(ft)= 3.33 FSpassive-- 1.50 D(wall)pcf-� 150 Lheel(ft)= 1.67 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 0.99 Wseismic(psf)= 44.00 D(ftg)pcf-- 150 WI(heel)= 1148 F seismic= 286 Allowalbe Bearing Pressure 3000 psf W2(wall)= 550 Fa(lbs)= 739 LF oveturn= 1.36 Fp(lbs)= 506 Ms-ot(ft-lb)= 2278 W4(ftg)= 500 Ffrict(lbs)-- 1099 Mu-ot(ft-lb)= 3089 Wtotal= 2198 FS sliding= 1.57 FS slide reqd= 1.36 D key(ft)= 0.00 Net Sliding= -580 Xcw(ft)-- 1.32 Ecc-s(ft)= 1.04 Xresult-s(ft)= 2.35 Tr-s(ft)= 0.98 Ecc-u(ft)= 1.41 Xresult-u(ft)= 2.72 Tr-u(ft)= 0.61 3rdpoint-- 1.11 CASE= Service RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.98 Lbrg(ft)= 2.93 Ql(psf)= 1499 :5 3000 psf Q2(psf)= 0 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.61 Lbrg(ft)---�� 1.82 Q I (psf)= 2409 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 5 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.69 Comp Block a (in)= 0.39 d - a/2 (in)= 9.49 As provided (sq in)= 0.23 TOE REINFORCING DESIGN Bot bar cover (in)-- 3 Load Factor= 1.5 Wall base Mu= 2454 Heel Mu based on Wdl 1341 Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 1400 ft-lbs @ wall 0.03 sq in per ft 0.39 sq in per ft 0.04 sq in per ft Bot bar size = 5 Wall Mu - Heel Mu 1113 Bot bar spacing (in)= 16 Toe Mu DESIGN = 1200 ft-lbs @ wall Depth to Reinf d (in)= 8.69 Comp Block a (in)-- 0.39 As reqd = 0.03 sq in per ft d - a/2 (in)= 8.49 As min = 0.35 sq in per ft As provided (sq in)= 0.23 1.33 x As reqd = 0.04 sq in per ft SITE STRUCTURES Project Sharma sheet e2 10511 19th Ave SE, Suite C date Z-1-1- Everett, WA, (425)-357-9600 pj. no. S-19-083 3.OFT RETAINING WALL REINFORCING Active Pressure + Surcharge Ha(ft)= 4.00 EFWa(pcf)= 35 Tw(in)-- 8 Tftg(in)= 12.00 Hp(FT)= 1.50 *EFWp(pco= 300 Hw(ft)= 3 Wftg(ft)= 2.00 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 1.00 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 0.33 Surchg(psf)= 0.00 D(ftg)pcf-- 150 W(surchg)= 0 WI(heel)= 375 Fsrchg(lbs)= 0 Allowalbe Bearing Pressure 3000 psf W2(wall)= 300 Fa(lbs)= 280 LF oveturn= 1.5 Fp(lbs)= 506 Ms-ot(ft-lb)= 373 W4(ftg)-- 300 Ffrict(lbs)= 488 Mu-ot(ft-lb)= 560 Wtotal= 975 FS sliding= 3.55 FS slide reqd= 1.50 D key(ft)= 0.00 Net Sliding= -714 Xcw(ft)= 0.91 Ecc-s(ft)= 0.38 Xresult-s(ft)= 1.29 Tr-s(ft)= 0.71 Ecc-u(ft)= 0.57 Xresult-u(ft)= 1.48 Tr-u(ft)= 0.52 3rd point-- 0.67 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 0.71 Lbrg(ft)= 2.00 Ql(psf)= 916 :5 3000 psf Q2(psf)= 59 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.52 Lbrg(ft)= 1.55 Ql(psf)= 1261 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)-- 2 Top bar size = 4 Top bar spacing (in)-- 16 Depth to Reinf d (in)= 9.75 Comp Block a (in)= 0.25 d - a/2 (in)= 9.63 As provided (sq in)= 0.15 TOE REINFORCING DESIGN Bot bar cover (in)-- 3 Load Factor 1.5 Wall Mu-- 236 ft-lbs Heel Mu based on Wdl Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 313 320 ft-lbs @ wall 0.0 1 sq in per ft 0.39 sq in per ft 0.0 1 sq in per ft Bot bar size = 4 Wall Mu - Heel Mu -76 Bot bar spacing (in)-- 16 Toe Mu DESIGN = 100 ft-lbs @ wall Depth to Reinf d (in)-- 8.75 Comp Block a (in)-- 0.25 As reqd = 0.00 sq in per ft d - a/2 (in)= 8.63 As min = 0.3 5 sq in per ft As provided (sq in)= '0.15 1.33 x As Teqd = 0.00 sq in per ft I , t SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Sharma sheet I q date IS - 171 -1 prJ. no. S-19-083 3.OFT RETAINING WALL REINFORCING Active Pressure + Seismic Ha(ft)= 4.00 EFWa(pcf)= 35, Tw(in)= 8 Tftg(in)= 12.00 Hp(FT)= 1.50 EFWp(pco= 300 Hw(ft)= 3 Wftg(ft)= 2.00 FSpassive= 1.50 D(wall)pcf-- 150 Lheel(ft)= 1.00 CoeFrict-- 0.50 Dsoil(pcf)= 125.00 Ltoe(ft)= 0.33 Wseismic(psf)= 24.00 D(ftg)pcf-- 150 WI(heel)= 375 F seismic= 96 Allowalbe Bearing Pressure 3000 psf W2(wall)= 300 Fa(lbs)= 280 LF oveturn= 1.36 Fp(lbs)= 506 Ms-ot(ft-lb)= 312 W4(ftg)= 300 Ffrict(lbs)= 488 Mu-ot(ft-lb)= 423 Wtotal= 975 FS sliding= 2.64 FS slide reqd= 1.36 D key(ft)= 0.00 Net Sliding= -618 Xcw(ft)= 0.91 Ecc-s(ft)= 0.32 Xresult-s(ft)= 1.23 Tr-s(ft)= 0.77 Ecc-u(ft)= 0.43 Xresult-u(ft)= 1.34 Tr-u(ft)= 0.66 3rd point-- 0.67 CASE= Service RESULTANT WITHIN MIDDLE 3rd Tr (ft)= 0.77 Lbrg(ft)= 2.00 Ql(psf)= 825 :S 3000 psf Q2(psf)= 150 CASE= Ultimate RESULTANT OUTSIDE MIDDLE 3rd Tr (ft)= 0.66 Lbrg(ft)= 1.97 Ql(psf)= 992 :5 1.5 x 3000 = 4500 psf Q2(psf)= 0 HEEL REINFORCING DESIGN Top bar cover (in)= 2 Top bar size = 4 Top bar spacing (in)= 16 Depth to Reinf d (in)= 9.75 Comp Block a (in)= 0.25 d - a/2 (in)= 9.63 As provided (sq in)= 0.15 TOE REINFORCING DESIGN Bot bar cover (in)= 3 Load Factor= 1.5 Wall base Mu= 398 Heel Mu based on Wdl 313 Heel Mu DESIGN= As reqd = As min = 1.33 x As reqd = 320 ft-lbs @ wall 0.0 1 sq in per ft 0.39 sq in per ft 0.0 1 sq in per ft Bot bar size = 4 Wall Mu - Heel Mu 86 Bot bar spacing (in)-- 16 Toe Mu DESIGN = 100 ft-lbs @ wall Depth to Reinf d (in)-- 8.75 Comp Block a (in)= 0.25 As Teqd = 0.00 sq in per ft d - a/2 (in)= 8.63 As min = 0.35 sq in per ft As provided (sq in)= 0.15 1.33 x As reqd = 0.00 sq in per ft VER TIM DATUM MORM AMMM VERMAL a4 MY- 19W HORIZZINTAL VATUM w 8JI91 WASHINGTON STATE COORDMES-NOKH ZONE .aPXHMRK PROJECT SENCHMM FOUND 4-X4- VON IN CASE W1 1-�14' ORASS MSK W1 PUNCH, DOM O,J', AT THE INTSPSEMN OF MDS GUtCY 040 AND 156TH STREET SW EYVATION � 10035 FEET. BASIS OF BF-4RING FHE MONUMEN70 CENTERDNE OF 156TH ST SIV. BEMYNG= N 8F427f W 215 E A � .� g As :-a _5 39 !? 3: g i� 10 Z z a E E � 4 . 5 AD co w w to LLJ U) w ,Z� w C) cl) 0 RECEIVED SEP 2 5 2018 CRTY c(Dpy BUILDING Lu ,�o oamlwo/ 29t-101, 6'-0" 131-0.1 45'-6Y." E 4�4' 4'-6" 8'-6" 4'-6" 4'-0" T-10" T-2" 8'4V? 191-01, H V.g B g E t 2! t3 9 —Z A, �A, j "T J�x 9 z SAFETY 6080 SAFETY j, 4�qs GLASS GLASSEN 0 GLASS INE CEL AR N W x 3 REQ REQ RIO UNDEREN11RE SLAB ity Md=2�,3GA&BlDepartmerit 'A O't 61 6 2678 70 Fa - — --------- ------------ E J ,,:A 3 �11 THEATRE 4 STORAG: AN t In x 8, @ 0 t C14 _s- RE RIOUNDERENTI SLAB RIO UNDER ENTIRE SLAB 7 5 CPM S.A. ---------- ii2 ---------- ------------- ----------------------- 24?81,( 2678 1 A2 LO NGE AREA ELF CL E MIN 20' x 20' zz A residential fire sprinkler system is 3 C:AR, (�;ARAGE FAN required. A recommended flow -through -- ------ ---- PIN, j�-) design will meet specifications and reduce 21' 29' THERES10ENCE 2478 -- — ------ U) equipment and continuing maintenance z requirements. ECDC19.05.02OB2. Provide 0 F.D. GYM z HANIC ----------- 2 A)-ELEV __ ----- .111 0- a minimum combination water service of a C/) W U) T W 6" x , M,7 0 (0, x ro 14' x 15' one (I") meter and one and one half a. SOURC13 OF ------------- EOTNTION IS NOT ibI ER' LESSTHAN (11/2") service line, or show that domestic 18 INCHES AT30VE =�6&0.qft 5 Lu < ------- - --- ----- THEFLOOT ---------------- ------- — — ---------- and fire protection needs can be met with LASPER IFC 8 7 305.3 a smaller service. ------------------------------- '-3 ------ U ---- U - ---------- Ll 1 14� P6,� (1 el 1-011�- 2; 5 11 Ki, -, (1,-041�6' I'-O"Y-9" -0, -------------- --------------------- nn:rol. F.D. : .1; : ::: tu ----------------- 7 7 > 7 I ------------------ .7 77� '� -7 ---------------------------------- --------- -------------------------------------------------------------------------- -------------------------------------------- ------------------------------------------------ ------------- ----------------------------------------------------------------------------- A7 BASEMENT LAYOUT SCALE, 114" - It-O" FLOOR AREA 1680 SF GARAGE AREA 868 SF OPEN TO ABOVE 100 SF CEILING HEIGHT: V-0 3/4" LINTEL HEIGHT: T-1 1 " (UNLESS NOTED OTHERWISE) HEATING SOURCE: RADIANT FLOOR HEATING 26'-2" TABLE R403.6.1 MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIR FLOW RATE MINIMUM MINIMUM EFFICACY AIR FLOW RATE MAXIMUM (CFM) (CFMfWATT) (CFM) Range hoods Any 2.8 cfni/watt Any In -line Any 2.8 cfin/watt Any Bathroom, utility room 10 1.4 cfm/watt < 90 Bathroom, utility room 7��, JA 90 A— 2.8 cfm/watt N Any - 1'-3" 65 Lu Lu < F2 Z Z F. 9 (0) ALL WORK SUBJECT TO FIELD INSPECTION FOR C 17Y copy 0 .4 'CODE COMPLIANCE ROW RESUB APR 0 9 2019 MUrC'11V DQ Ellr1L,1,1l11.GD FA101T.1NT Ell. US PAGE #: P-1 E -6 3:2. 2 94'-4Y? 4�4' 31'-10" 13'-0" 45'-6Y2" E� 16-0" 4'-0" 101-01, 8'- 1 9'-2't T-2" 5'-2V2" 05 O� X-3%" 2'-0" 51-101, Y-10" 2-4" E� F-8%4"' 42" GUARD RAIL NG 12'(K A RD 11,114( - ----- - . ..... A �F.D C%f GOVID—DECK-- Z 3.' R RISER. 11'EICUl"I Tm 1: 192r 4A�P:Rjklll G: 30 80 -14080 3080 FT. 1: Z V6 1: 1: ON 16 A 1: t gm 19 ----- I 1 141" IR 131 1 OFT I I I I I I I I I I I I I I 1 3�60 3 0 6080 5 80 m -------- GREAT ROOM 19' x 20' KITCHE OPEN 20'x 25' TO 0 0 c ABOVE DEN —00 11' x 13' S.A. C.M. b e MASTER S.A. S.A. ]JI K, 15' x 16' F.D. e S.A. 1411 0 L V 5078 50 so R 2880 A. U) C.M. FAS PER IRC 303 7 & R301 81 z 0 9 RISER HEIGHT =7-3/4' MXI PF TREADDEPTH=10-MIN 3080 tt, a co cr BAW Kl--CHEN =� w tt C.M. 5' x 9' a 4' K 9' LU < N OV�D L E VAJ C' ----- TO BATH 6'x 7' 1 ABOVE c x AN (E2' Q5 S.A. EAN 6013 1 VTO Wl� C.M. so C. 40130 40130 Ll 9 p T) '. "OWD' I�LEVhT( To N A V rBOE n ,IS ENCLOSED SHOWER ----------------------- F.D. F.D. w w z w LU CC Z 3: 0 2'-2%", T-6" 0500 8'-2%" 4'-0" 10'-3" 6-10" 33'-0" 2'-0" 9'-OV2" 22'-51/? 45'- 11 4'-8%"' 5'-6" 4'-8%" 94�4%" MAIN FLOOR LAYOUT 5CALEs 1/4" - 1'�" �D 0 FLOOR AREA 2484 SF >-� DECK AREA 1119 SF CEILING HEIGHT: 10'-0 3/4" RESU LINTEL HEIGHT: T-1 1 " (UNLESS NOTED OTHERWISE) B HEATING SOURCE: RADIANT FLOOR HEATING APR 0 9 2019 BUILDING DEpARTMrNT crryoFEDMONDS L 2 Z; 27'-5'/? d DECK EXPOSED FRAMING 5 TO BE PRESSURE TREATED WOOD F.D. 0,219 IRC R317 94'4W' 4'-0" 3Y-10" IY-0" 45'-6Y2" Li C? 1 -6" Y-6" T-6" 11'4" 19'-61/2" T 14Y-6" ll'-6" 3'-0" 2'-6" 51- 5'-6" 6'-6" ff-6" -01, 101, 10, 9' 2" .2'-3V4" 5-3V4" 5'-6" -6t/ -0" .6" 7' T -5" '-1" 3' 8 9 14080 12080 5080 a== S 0 60 59 3060 Wn 4020 zt $060 o? MASTER V3 BATH I V 1 I , x 2 EGRESS EGRESS 14'x 15' L OPEN A FAN r TO 0 BELOW\ cl 2480 kD"M # 1 26BU I N 11 3' BEDROOM # 3 1 x 0' FAN S.A. VTO 50 cpm AN SA, F� 10050 S.A. SITTING 36" GUARD RAILING 10'x 14' 5080 A I '-o S.A. 10 C.M. o? 36" GUARD RAILING 36" GUARD RAILING D F.D x 9' x I l' CLF N\N\ RY RY OP 6'x 7 ELEVATI R TO AN 5'x 6' . . . Z BELOI rDR lol- V" U) A S.A. < < t7EG z #2 BEDROOM # 2 D B E I 1=7 I I I 0 13'x'14' FAN ELEdrRIC I j 1 39x�l 4, VTO j 50 Cpm 20180 40180 18030 Ll Ll w AN w < ROOFOVERRANG Ll - - - - - - - - - - - - - - 12030 0 Z 74" 6-9Y? 4!-0" 14�-63 /4 9'-23/4" co < 14'-1 V2" T-6" Y-10' 6-10" 33'-5V2" z 22'-5Y2" 46'4Y2" 14�-OYV 11'6' w Z 94'-41/2" o UPPER FLOOR LAYOUT SCALE, 114" - 1'�" FLOOR AREA 1770 SF CEILING HEIGHT: 9'-0 3/4" LINTEL HEIGHT: T-1 I" (UNLESS NOTED OTHERWISE) HEATING SOURCE: RADIANT FLOOR HEATING 0 PT-1 RESUB APR 0 9 2019 sUl- 11G DFP.ARTME ...NT —ToAofParapcLW -��-2&7-50 _r9L 1._p_2f Upp., %e 6 _2� lop_2.f PMer Subp— J �!� 277' iop o2f Main -Plate- — Y-216' lop_dMain.�ubqoor Lo:267 lop -of Ba selpent PLate - 266 j __MgGr��e 2�L75 _____L _ _ 0 jop_gf�3�-qrnt Flo- 2 8 lop-QfGamp FRONT ELEVATION SCALE; 1/4" - V-0" LEFT ELEVATION SCALE, 1/4" . 1'-0" RESUB D BY PLANNING APR 0 9 2019 BUILDINGDEPARTM NT CfTY OF EDMONDS 'A 0 AE 2� m w W 0 z 0 6i w cl) w cc 5W a F- 65 uJ w oz� 0 0: F< < w W Z 80 05 0 PAGE #: P-4 w to M n cr�� '.�g C-- zr 0 tTJ I SCALE: 1/4'= V-0' DISCLAIMER: ELEVATIONS -SITE ADDRESS: 15-7;2 12ND AVE W CITY: EDMONDS 778.889.0002 rhomedesigne.com DRAWNBY-. DAN SIDHU 0 2012 These plarer wntain copywrighted information Umf is the,ol, property m OWNER NAME: AM T EMAIL deldlauftremclo,re of Green Glmar Home Desilms Ltd. Repmducb,n in part o, hol, without ADDRESS: Surrey, BG the writte permiseion of Greari Clmrar Home Desigm Ltd is prohibited. (-nt CONTACT #: 425-280-8451 11 �- DATE: Friday, March P2,2019 Owner is nto be embedy responsible for all structural engineering requirements. 2015 W CLIMATE CROSS SECTION A -A SCALE; 1/4" - I'-d' AND MARINE 4 FENESTRATION U-FAC R 0.30 SKYLIGBT U-FACTOR 0.50 CEILING R VALUE R-49, SINGLE RAFTER TO R38 AS PER WSEC WOOD FRAME WALL �VALUE R21 PLUS R 4 FLOOR R-VALUE R38 BELOW -GRADE WALL LUE R-21 IN PLUS R 5 SLAB R-VALUE AND DEPT� R- 10,2 FEET HVAC: 6IT H�� TABLE 406.2 ENERGY FT �nOR A -R F A R ROT TIR F 4 � CR FDTT EXCEEDING 5000 11 DWELLING UNIT FLOOR AREA (square feet) NUMBER OF BEDROOMS 0-1 12-314—S-)-o-71-7 Airflow in CFM < 1,500 1,501-3,000 3,001 — 4,500 4,501 — 6,000 45 60 1 75 90 105 60 75 90 105 120 75 90 105 — 120 6,001 — 7,500 90 105 S�p 13T � U11110 > 7,500 1175 = —M 3aHIGH EFFICIENCY HVAC EQUIPMENT:BOI0ER WITH MIMIMUM EFUE OF 92% 4a.HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: All heating and cooling system components installed inside the conditioned space. This includes all equipment and distribution system. components such as forced air ducts, hydrome piping, hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet ofretum ducts and 5 linear feet of supply ducts may be located outside the conditioned space. All nivallic, ducts located outside the conditioned space must have both transverse and longitudinal joints sealed 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 must 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 beat pumps are not permitted under this option. Direct combustion beating equipment with AFUE less than 80% is not pennitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and sliall specify the ]testing equipment type and shall show the location of the healing and cooling equipment and all the ductwork 5c:EFFICIENT WATER HEATING: Water heating,system shall include one ofthe following: Gas, propane or oil water beater with ii�nitnurn EF 1.5 ofo.91 lb.EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.25 Wall R-21 plus R-4 ci, Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R�10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab PRE -FINISHED ALUMINUM SOFFIT EOUALLY SPACE0 VENT15 EXTERIOR AIR FILM APPLIEr> TO UPPER SURACE OF INSULATION 2"XIV 0 24" O.C. INSUATLION IN CAVITIES AS PER UISEC POLY VAPOR EARRIER 12.1mm 1/2 C.IPSUM 0OARD E. in z L) A 1/2" SWEA ING 2X& STUDS 0 16' INSULATION PER WSEC 6 MIL POLY VAPOR BARRIER I� GYPSUM BOARD lydronic Heating -- d .mbedde Joints —joints ofpipc or tubing that are embedded in a portion of the building, such as oncretc, shall be of steel pipe, copper tubing, polybutylene, or polyethylene and comply with IMC 1209.3. 4ot Embedded Joints — Joints of other piping in cavities or running exposed shall be joined by approved iethods in accordance with manufacturer's installation instructions and related sections of the IMC, per MC 1209.4. 'hermal Barrier Ra�quired — A thermal barrier is required, except in engineered systems where it can be .emonstrated that the insulation will decrease the efficiency or have a negative effect on the installation, er IMC 1209.5. The R-10 insulation under the Basement will serve as the thermal barrier for be Basement Floor, per IMC 1209.5. The thermal barder for the hydronic, heating serving the Main and Upper ?Ioors shall consist ofmaterials having a minimum R-value of 11, per IMC 209.2. Provide a thermal break between the heated slab slid the foundation wall or ither conductive slab per IMC 1209.5.3. Insulating thermal barriers shall be installed with the manufacturees R-value Bark readily observable upon inspection. RESUB APR 0 9 2019 BUILDING DEPARTMENT CITYOFED M ONDS 2 P E z z 0 LU U) U.] a In! 6 -1 U)m U.I cc Ciz�- am(.) < LLJ < Z Z go U) () Z 00 b � PAGE # P-6 POLY&MNYLENE (110. . ".� SEALED TO WOUSBURAP (Al%J PLOOR FINI ON — CONCRETE TOPPING BATT INWI-ATIO14— POLYEWLENE (v.s. STAPLED IN PLACE POLYE�YLENB W.D. 4 A.S.� SEALED TO wousamllp (A.M.) mEcT SCRm_ I WE IN 0-1 NMI: FA MROSS - CAVITY FLASWING � FIN? ON - Ncam TOPPING OEAL WOUSMURAP (AA TO FRAMNO �N � PAPS — TO LAP 0 ADRERM Na FLASHrNG — ------ Exmm C4.ACDrNG 614EATq ING MEMBRANE 1/2'PLYWOOD SHEATHING- -R 4 INSULATION R 21 INSULATION IN STUDS 2X6 STUDS 0 16 O.C. MIL POLY VAPOUR BARRIER 1/2" GYPSUM 50'ARD ------ VCUGUURAP AT HEADER (A.06) AL FLASHNG ON ml.RANR ON —� P.T. � BLOCKING 4 INKAGEGAP 10, S�VATI4114G WMENID VAMPRoopm TO — MANAGE EMS OP FOOTINIS AWID UNDER WALL SIM FELTW CLOTH MAP . TYPICAL EXTERIOR WALL DETAIL SIALAW BETWEEN POLYMNYLENE AND WOUSEWRAP (A.B.) +1OUSWRAP AT � (AID.) R 30 BATT INSULATION STAP� IN P�E -� �� NG M.D.) SILL GASKET (As.) I CZ-,ENr OR ACRYLIC WILICCO PARGrNG 1- — — —�-- C., -OCIFING CONCRETE �AT N BJX-L (A-) 614FATHING PAPER BOOD aluDo — P., S" PLATE R-11 �TION I'myst"YLID& N.5) GYPbL" BOARD tom aw) OAP N. . AND A.B.) 300M (w) BLYOW MOE FACE OF WALL OEAL POLYEtWYLgRE fA M 4 To WOtIO�p -0.) FLOC,R FIN] ON RDONN. SWIN� —*EA�LCA�WJOTN�TAT W ATIERPROOF ROOF MEMVMWR2 (M.D.) FOR EAVE PROTECTION ROOF, SHEATHIM IDOOD ROOF FRAM� DAn INS�TION POLYET14YLME (A B, 4 W1.) GYPWM WA� VW4t TO WOUSSWRAP (A.D.) GUA� VENtW ALUMIRIM SOFFIT PANEL& R FLASWN. DETAIL TYPICAL OVERHAND & WALL CONNECTION ING PAPER TO EXTERIM CLADDING 12,DI (3/4") APR SPACE LAP METAL Nd WWI PAPER a ND P,T� WOW WRAPPING FLASHING AND INTO SHEAT14 NO PAPER (M.9d SPEAT14ING WINDOIIJ 0. tPDOID FRAMING BATT INSULATION POLYETWYLEM (45 AND V.mj O"r— MCAR� SEAL POLYENYLENE �.D. SWEATHING PAPER (&B.) SEAL �TWING PAPER — — FRAME SLOPED �ILL— FRAMM LAP POLYETWYLEN2 AND — SEAL Avwm� MEMM�� M. AND �.S.) S��NG PAPER P.T. avoti PLATE, P�T, WO00 B�KING M R S— (114') GAP 5= GLAD AND F�ATION WALL FILLM WITM ASPWALT4MPRM FIB�ARO AND �L�LWM AGAMT WALL — I M.01) PRISFINISME) METAL FLASHING CAU rmna TO EKroo 2b- W) P.IOT END OF WINDOW Wll� WAL POLYEWLENE MIS 4 TO WOUSEWIRW U.S.) An SPACS/ STRAPPING p"'M 1= CLA.DING 61MAIII FRA— I I I AIR SPA�E/ P.T� � STRA�ING SlWAT4 NO PEPNR M..) FLANGE SAW rNBULATIO POL�� (A.15 AND 101.t� ow"T41M PRAMM GYPWH —A� BATT rNSMATION P�YETHYLENE (" AND 0) AT PERRIMM OF WOOD GYP� WARD 25.4- (1") ------------- S�IIATWING I-Apot ISOD AND 6OLrN MFTALLI� Hi �TWM PAPER 69ALANT RANGE AM SEALANT I— f3l-V) AN SPA�g P.T. � 6TMAF�IN. SWEATWINd PAPER MB.l SIMAT41— w ING PAPER TO LAP OVER METAI- PLATE — ------ S.W METAL PLATE AROU� PIPE �—FILLET BEAD OF eRALAW AT PEMMETER I I I I " I L�w PIPE —FILLFT BEAD OF SEAILAW AT FMIMSTW� -LAP METAL PLEAT9 O� SWATHING PAPER INTERIOR EXTERIOR WK �FACES -KING ON 'E" r PAVI!R8 PEDESTALS BEAL � FR44E TO CONCRETE TOPPING ON DRAINAGE MAT HEMBRANS (M.111d M 6EAL FOLTET�LENE TO —AD� MEMBRANE FLAS14ING (M.D.) 1 (Maj TO LAP —M VWK MEMBRANE NYL0 —P.T. SH WAL POLYE I M TO 4 M -8. 1 V.S.) FLATS —*SALAW FILLET JOINT — ". 4 CO.— TOPP� SEALANT OR GAINKS ISAM� INS"TION— POLYETHTLIENE (Y.8 STAPLED N PLACE IBRALAW AW BACKER ROD XIW AT Wil— FA� W L� MEMISRAW M., AND M.15.) SEALANT FILLET XrNT PREFINIWED "AL MIP FLASHING 69ALANT OR GASKET JOINT o *almml�l, — (W) POLTETRYLUM (A.& 4 VAW P.T. SHIM BEHND WINDOW TO PLATE MD.) TO CREATE DRAINAGE PATH (ALTER"rulLr MILL HOLES OR BLOT$ THROLIGN Vll� FLANCM TO ALLOGI FOI`� ADHERED M==LASRING TO WrIM � (1r) AND LAP OVER INWATWNG PAPER TYPICAL TOP & BOTTOM.Mjt!�� VENTED ALUMINIJM SOFFIT PANELS 6 -W nr 10- OW) AIR SPACE/ P.T. �D STRAF�M SWEATH NO PAPER M.15.) �MNG �D FRAMING ISATT NWLATION POLYIEWLENS (A YJS,) OYPS� WARD DOOR SILL DETAIL -D DOUBLE LAYOER BREATHERABLE BUILDING PAPER ON 1/2" FIR PLY SHEATHING ON 2" X6" WOOD STUDS@ 16" O.C. R-20 BATT INSULATION ON 6 MIL U.V. POLY VAPOUR BARRIER ON 112"GWB .. I I /pFo0LMymDAT=0N AIR DAMPPROOFING MEMBRANCE MIN R-10 EXPANDED POLYSTYRENE FOAM i GRANULAR FILL TYPICAL GARAGE WALL DETAILUNHEAT AINTED METAL �IILING e,—P SOL N �ALLII F%EFlNI P.T. INOOD S�KM A PROM-16HIED METAL TYPICAL GUARD/HANDRAIL DETAIL (A"S SEAL POLYMLYME (A.S. a IOR CLADDING To AMMISMAP Mild rA 5 15tv (3/4) AIR SPACE/ FLOOR PINION 0 LILQ �TI4 G PAPER (M.5) CONCRETE TOPPING 6HPATWING FRAMING MATT NWILATION POLYETWYLENE (A.B. 4 �5,) GYP� BOARD AT � (A.D.) DETAILS 2 4 4 8 NSJLATION Lt.— POLYMYLE14E lV,9d METAL FLASHING �NSSCT SCREEN (W4.) MIN, AL,jMlNuM ____,:L A.B.) GEALW TO NOUSSURAP (A.B.) CANTILEVERED FLOOR DETAIL ABOVE PORCH 42- Mft 140"T FRO EDGE OF ALCONY 1� PICKETS 1- ATERPROOF SLOPL�W C—*AN 2 WWW' MIN, k,_ BELF AD� �r.SPANE ON Top tAPERS -,AL FLASHING + SALDOW MEM�� L__��W ll*t* ITRAPPING FLAT ROOF / DECK OVER LIVING SPACE �,`JB TREATED AS REQJI� L FLASHING RESUB APR 0 9 2019 BUILDING DEPARTMENT CITYOFEDMONDS @ -E .He E .9 75 6d 2 g zg Z Lij c6 52 U) 0 z 0 LLI Lu < W, 6 Lu co Lu cc z < Lu UJ Z co 0 z u PAGE #: P-7 SW 1/4, SECTION 5, TOWNSHIP 27 NORTH, RANGE 5 EAST, W.M. M A R D E N C E OWNER TM-ITSHARMA 1737A NW 60TH ST SEATTLE, WA 98107 TAX PARCEL NO. 0051300002411 LOT SIZE 72,606 SO FT LOT COVERAGE CALCULATIONS BUILDING FOOTPRINT: 2,667 SOFT C VERED DECK: 1,158 SOFT WALLS (135 LF > 3'HT x 8") 91 SOFT TOTAL: 3,916 SOFT (17.3%) HEIGHT CALCULATION A: Z60.0. B: 275.5' C: 263.0' +D: 2 .0' 1051.5'/4 = 262.90'AVG +251 ALLOWED = 287.90' MAX HEIGHT Ac rUAL BUILDING HEIGHT = 287.50' SURVEY INFORMATION (REF. MEADOWDALE ESTAT1,S PLAT)l VERTICAL DATUM NORTH AMERICAN VERTICAL DATUM-1988 HORIZONTAL DATUM NAD 83/91 WASHINGTON STATE COORDINATES -NORTH ZONE HORIZONTAL DATUM PROJECT BENCHMARK: FOUND 4"XV'MON IN CASE W/ 1-3/4" BRASS DISK W/ PUNCH, DOWN 0.3, ATTHE INTERSECTION OF LUNDS GULCH ROAD AND 1S8TH STREET SW ELEVATION = 100.85 FEET. BASIS OF BEARING THE MONUMENTED CENTERLINE OF 156TH ST SIN. BEARING = N 88*42'22" W REFERENCES SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO. 9704075002. SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO. 200608035307. FOUND NAIL W1 Y- & WASqER SET IN POTHOLE (MAY 201J) BASIS OF 864RING - — - — - — - N884222W 65,9.93, C&CULAZED POS11701V OF MONUMENT NOT 10SITEO THIS SURVEY (U4Y 201J) RETAIN TREE ALL TREES TO BE REMOVED '40TED �X CB E T..: .. ON -SITE UNLEIS 6' '�6 (I OlpElf ISE i�-;'l )Pvq N S iv C�HAI NK/ ENC 4 GAP IN FENC PRO E, AE 'T DUE TO TREE/ 244-.0 AN ST/OF NOR EAST SOR OPERTY/COMR 5N CA1311 Ka 'PR 4! 'B� 8 �WIRE. KCE 158 "1 7 w r p C) AQOVEE 7�§ Z GRAD I / 1 1, L, . ESTOO I I" I Nff� TRIS\ EX SSMH 77" RIM=279.74' FbjK \ I 1\ \ � L M. F�T IE=269.33' 8N RE Al IN.Q IE=268.83' 8"S _ABOW W I PER 'ZI PATIO _i713 71 XIR—IM= EX CB 7- v A, Bpotivitq I wt-/.ba u v E=269.56'(12-O)l N FF 6g�o M� U PIER Fft-2 As �E 6 :g: X CB ENIRY �v /RIM=273.07- J x EX CB E=278.05'�4*0)P\ E=276.25' 24"0)1 A CB 10 A41. 0.63, R .11R4GE, GARAG "4��1'1: 2:01�PVI Sl MR �1'2 VC 5& IGA E=267.53'8"0)PVC NV F Fi i Fi N N N N N' )F 91NT FLOWUNE OF M POLE THICKENED EDGE p j. 05� 'EE ST. :Q 0 43 IN t� 0 'p g EaX ....... 262.66' �1:2 2:�I�PVI' N E " ':�12 i#4'dl' 211:B(3 IE=256,46' 6"0)PVC NE C13 EX CB '216.,3 2 2)� E-264.22'(4',b)PVC E iE=263.02'(24 o)PVC S 21 Dj Iz 10' % 3,12 _SF, -240--\ EX SSMH RIM=260.10- Rc IE=250,03' 8"N -238- 'k- E IE=249." 8"S X --236- E B� C R M=255.99 SITE PLAN SCALE: 1" = 20' 20 0 10 20 40 0051 N ED BY PLANNING Zone Comer FOUND J" SS DISK _jA Fls w DOWN 0.6' �a_etbacks Re-quired Actu Y2 lj Front Z�':� - 0 Sides I to Rear -,I-/ Other Hew RESUB ITY COPY JAN 2 3 2019 FIARTIMENT ".ONDIS GED CM11 (ENIGNiERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01111119 1 z 0 co Z V 5 00 00 M DESIGN: VD DRAWN: ATD CHECK: Jpu JOB NO: 18044.20 DATE: 08/21/18 (0 Lj �:: 04 0 0 La 00 z > 0) L,j < < 0 3: Z LLJ Z < Q� N (ji I r- < 0 n :2 04 Z x — 0 LLI < r-, M �-- o 3: Lr) 0 — I I V) — LLJ cn ul SHEET 'A CO.1 SW 1/4, SECTION 5, TOWNSHIP 27 NORTH, RANGE 5 EAST, W.M. DENCE m r__'MA RE'�:) S' - -'A'R � 15712 72ND AVE W I CAUTION1 F_cA_LL BEFoRE You pidi BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1-800-424-5555 EDMONDS, WA 98026 HAULROUTE TO SITE (APPROACHING FROM SOUTH): FROM 1-5, EXIT 181A FOR 44TH AVE W, LEFT ON 44TH AVE Wa(APPROACHING FROM OWNER CONSULTANTS UTILITY PURVEYORS LEGAL DESCRIPTION NORTH): FROM 1-5, EXIT 181 ONTO 196TH ST SW WESTBOUND, AMIT SHARMA ARCHITECT CIVIL ENGINEER WATER/SEWER/STORIVI NATURALGAS FIRE MEADOWDALE BEACH BLK 000 D-11 LOT TURN RIGHT ONTO 44TH AVE W R 1737A NW 60TH ST GREEN CLOVE HOME DESIGNS CG ENGINEERING CITY OF EDMONDS PUGET SOUND ENERGY FIRE DISTRICT ONE 1 CITY ED SP NO PLN2014-0015 REC AFN 201612095001 BEING A PIN LOTS 24 & LEFT ON 168TH ST SW, RIGHT ON 66TH AVE W, CONTINUE WEST ON MEADOWDALE RD, RIGHT ON 68TH AVE W, LEFT ON 160TH ST SEATTLE, WA 18362 568 AVE SURREY, BC V3S6G8 250 4TH AVE S, SUITE 200 E MONDSWA98020 D 121 5TH AVE N EDMONDS, WA 98020 PO BOX 91269 BELLEVUE, WA 12425 MERIDIAN AVE EVERETT, WA 98208 25 EXST PLAT SW, CONTINUE NORTH ON 70TH AVE W, CONTINUE WEST ON 778.889.0002 425.778.8500 FAX 778.5536 425.551.1200 156TH ST SW, LEFT ON 72ND AVE W. CONTACT: JARED UNDERBRINK DATUM FROM SITE: NORTH ON 72ND AVE W, RIGHT ON 156TH ST SW, CONTI N BE SOUTH ON 70TH AVE W, CONTINUE EAST ON 16OTFI ST NAVD88 SW, RIGHT ON 68TH AVE W, LEFT ON MEADOWDALE RD, POWER TELEPHONE CONTINUE SOUTH ON 66TH AVE W, LEFT ON 168TH ST SW, RIGHT SNOHOMISH COUNTY PUB COMCAST ON 44TH AVE W. Po BOX 1107 15815 25TH AVE W EVERETT, WA 98206 LYNNWOOD, WA 98087 CONTINUE SOUTH ON 44TH AVE W TO 1-5 SOUTH aR TURN LEFT 425.793.1000 ONTO 196TH STREET SW THEN TAKE EXITTO 1-5 NORTH. NOTE: CITY MAY REVISE AS APPLICABLE BASED ON VEHICLE SIZE. f--CKICDAI KInTPQ GENERAL NOTES: CONSTRUCTION SEQUENCE N I OTES: 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT EDMONDS STANDARD PLANS AN D DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND APPROPRIATE REQUIREMENTS AND STANDARDS. REGULATIONS: 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. - CURRENT INTERNATIONAL BUILDING CODE (IBC) 2019 WSDOT/APWA STANDARD 20. ALL DISTURBEDSOIL AREAS SHALL BE COMPOST AMEN DED AND SEEDED OR STABILIZED BY SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION WASHINGTON STATE OTHER ACCEPTkBLE METHODS FOR THE PREVENTION OF ONSITE EROSION AFTER THE 3. CALL FOR UTILITY LOCATES. DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND 13 ASIN EDITION) EROSION CONTROL REQUIREMENTS. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE SOUND (CURRENT OF ANY AREAS OF VEGETATIONOUTSIDE THE CONSTRUCTION ZONE. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 21. THE CONTRACTCHI SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. DETAILS, UNLESS NOTED OTHERWISE WASHING OF THESE STREETS WI LL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. S. HAVE EROSION CONTROL MEASURES INSPECTED BY C17Y OF EDMONDS CITY ENGINEERING EDMONDS STANDARD INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHEN EVER CONSTRUCTION IS 22. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND IN PROGRESS. ELEVATIONS SHOWN. SEDIMENTATION CONTROL PRACTICES AND/011 DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BYTHE ENGINEER OF RECORD AND THE 23. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A LOCAL GOVERNING AUTHORITY. MINIMUM DISTANCE OF 10 FEET. 6. DEMOLISH EXISTING STRUCTURES S. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 24. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND 7. CLEAR, GRUB & RO UGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJ Ec-r TO "AS-BUI LT" DRAWINGS AN D SHALL SUM MARIZE ALL ASBUILT CONDITIONS ON ONE SET OF BRACING AS NECESSARY To PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION UTILITIES ANDOTHER EXIST ING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). AND ACCEPTANCE. A SET OF A5-BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF LOSS OF GROLhD OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCLIPANCY/FINAL PROJECT FOR REMOVALCHE SHORING AND BRACING, AS REQUIRED. 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. APPROVAL. 2S. CONTRACTOR,'.': IALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. ALL WATER SE� . VICE INTERRU PTIONS, HYDRANT SH UTOFFS, STREET CLOSURES OR OTHER 9. INSTALL INFILTRATION TRENCH. EXCAVATION OF INFILTIATION AREAS SHALL NOT BE 6. ELEVATIONS ACCESS RESTRICNONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS ALLOWED DURING WET OR SATURATED CONDITIONS. THE BMP SHALL NOT BE MADE 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN W-1HOUT Fini. OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. OPERATIONAL UNTIL ALL EROSION -CAUSING PROJECT IMPROVEMENTS ARE COMPLETED AND FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND ALL EXPOSED GROUND SURFACES ARE STABILIZED. SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. 26. COORDINATE A0 ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE SERVICE INTERflUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE A CC BRACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT , NNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE COMPANIES. 0 SITE. ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. IMPLEMENTATION OF THIS PLAN, CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION AND CONDITION OF EXIST NG UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE 27. ALL UTILITIES TALL BE PLACED UNDERGROUND. CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABIL17ATION AND APPROVAL BY TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE CITY INSPECTOR. COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON 28. EXISTING UTILiY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. SHALL BE REPARED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS ANDOWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-555S) AT LEAST 48 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS HOURS PRIOR TO CONSTRUCTION. ARE INDICATED. LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 30. T ENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE R COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD PAVING. . CONDITIONS. 31. WHERE NEW PPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) PLASTIC FOAMAS A CUSHION BETWEEN THE UTILITIES. AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14, SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE . 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. SHEETINDEX C1.1 COVER SHEET& GENERAL NOTES C2.1 TEMPORARY EROSION CONTROL PLAN C3.1 GRADING & UTILITY PLAN C32 GRADING& IITIIITY DETAILS VICINITY MAP NIS * = PROJECT SITE LEGEND DESCRIPTION EXISTING PROPOSED ABN BLDG BOW OB CIMP CO CONC CONST OR CUYID DDCVA DI DIA DIP EA EJ ELEV EDP EX FDC FEE [FH FIL FT GV RIP HT ID IE L LOPE LF UP LT MAX, MECH MH ABBREVIATIONS PROPERTY LINE ABANDONED MIN mi MON NIS OC PC PI PIV PT PVC pVI PVMT PVT R RENE RJ RET RT SD SECT SDMH SIM SO. SS SSMH STA STD STL T8 TOC TOW TOP TYP VC W/ WM MINIMUM ADJACENT PROPERTY LINE BUILDING MECHANICALJOINT CENTERUINE BOTTOM OF WALL MONUMENT CLEARING LIMITS CENTERLINE NOTTOSCALE SILT FENCE Ax� Ax- - X_ X_ CATCH BASIN ON CENTER CONTOUR LINE - - 100 - - - - - IR- CORRUGATED METAL PIPE POINT OF CURVATURE FENCE E] _0_____o_ 0 CLEANOUT POINT OF INTERSECTION SANITARY SEWER LINE ss - _ss_ss_ -7 CONCRETE POST INDICATOR VALVE MANHOLE 0 (@ CONSTRUCTION PROPERTY LINE STORM DRAIN MAIN SD- SID - SD -SD- CONCRETE PIPE POINT OF TANGENCY STORM DRAIN PIPE - - - - - - - - - - CUBIC YARD POLYVINYL CHLORIDE PIPE ROOF DRAIN R R - -R-m-ll DOUBLE DETECTOR CHECK VALVE ASSEMBLY _�O_INTOF VERTICAL INTERSEC"ON FOOTING DRAIN F - - - F - F - F-F� DUCTILE IRON PIPE PAVEMENT PRESSURE LINE P - - - P - - - P -P-P--, DIAMETER POINT OF VERTICAL TANG. CATCH BASIN (TYPE 1) 0 DUCTILE IRON PIPE RADIUS CATCH BASIN (TYPE 2) EACH REINFORCEMENT CLEANOUT EXPANSION JOI , NT RESTRAINEDJOINT CLEANOUTANDWYE ELEVAT16N RETAINING GRADE BREAK - - - - - - - - EDGE OF PAVEMENT RIGHT SURFACE SWALE EXISTING STORM DRAIN DRAINAGE ARROW FIRE DEPT. CONNECTION SECTION WATER UNE WA- - - WA- -WA-WA- FINISHED FLOOR ELEVATION STORM DRAJN MANHOLE WATER METER El N FIREHYDRANT SIMILAR FIRE HYDRANT FLANGE SQUARE FDC FEET/FOOT SANITARYSEWER Plv o GATE VALVE SANITARYSEWER MANHOLE GATE VALVE x x HIGH POINT STATION TEE �T HEIGHT STANDARD SO. BEND INSIDE DIAMETER STEEL THRUST BLOCKING A INVERT ELEVATION THRUSTBLOCK CAP UENGTH/UNE TOPOFCURB CONCRETE PAVEMENT LINED CORRUGATED POLYETHYLENE PIPE TOP OF WALL ASPHALT PAVEMENT LINEAL FOOT TOP ELEVATION CRUSHED SURFACING ........ LOW POINT TYPICAL ROOKERY LEFT VERTICALCURVE SPOT ELEVATION /-20.0 /-20.0 MAXIMUM WITH 7 - - - T - -T-T- MECHANICAL WATER METER POWER LINE - E - - E---E- -E-E MANHOLE GAS LINE - G - - - G- - - SIGN COMPLIES WITH APPLICABLE CODE 4m 0 GNIGINErEIRING 250 4TH AVE. S., SUITE 200 EDMONDS . WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 CIIIII19 gg th Z DESIGN: VID DRAWN: ATD CHECK: JPU JOB NO: 18044.20 DATE: 08/21/18 Ld C-4 0 Ld 0 Lai 00 z LLI > a) Lu 0 < 0 < LLJ Z F cn 0 3r LLI Z 0 Q� N (f� r� < < af :2 04 Z LIJ Ld Q� - 0 > z < r, M m: Lo 25 0 LLI m - uj 0 (D T.. JAN 2 3 2019 BUILDING DEPARTMENT GITYOFEDMONDS Q)Lzam�-no sw 1:/4, SECTION 5, TOWNSHIP 27 NORTH, RANGE 5 EAST, W.M. PK;y g,� "gh "-,/PN= E DE4' 1� -I 4' GAP IN �EWEII I o.: y DUE TO TRE EST/Of NORTHFAXTH I fIR 6j[Wgib PROPERTY/CORN R P R W 5 1 qRDTE9T -FEgCi Z. RAN P ANrE TEC IVEIBI F�NC(NG '7 BFP Ff9dE LIA 13 WINE. .05 LIMITS 91 WV . I INSTALLT MPORARYCB M IMTAII qil-T4FNCE 2 �w, N..'. NP morECTIONALONG 0( 72NDAV WTYP X REMOVETREESWI INIUMfTS EY SSMH N882W 25, t OF TARINP & GR INIS, 7YP M=2793C IE=269.33' 8"N R ]E=268.V 8"S 'o EX CO T\ QSTALLSTRA WATTLE, IF V 'R. GARAG EN wz- /Z EMOVE 1�1( VA�VES V� EM POLE AN A(.� ON EXISTING OUTLET RIM: 256.5 SFR wIll I I 6" IE- 253 0 (W) IR SWALE W/ ROOKI/ IINTERCEPTC I I CHECK DAMNI 501 Su\m ROOM �ND INSTTAI ORA B NLE PRO E A ±1.5 \NOCKER�Y - S-VABII NSTRU TR b CB RIM' 216 C IE-213 81' 6 1 C NE \IE=21�.2 kE=21 �5�115IA `SE: j SO �Q 50-I -240--, ii� 00 0 "N 6 01 _236--� % ts- N_� . . . . . . . . . . .... SW V v 1po)c, "k NOTES: !.-INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STAN DARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. 2. ALL DISTURBED PERVIOUS SURFACES SHALL BE AMENDED TO MEET DOE EMP T5.13. 3 C NTRACTORTO VERIFY LOCATIONS OF EXISTING UTILITIES. 41 REOFER TO SHORT PLAT CONSTRUCTION DRAWINGS FOR EXISTING UTILITY EASEMENTS AND STORMWATER IMPROVEMENTS. (AFN: 20161209SOD1). S. FROM OCTOBER IST TO APRIL 30TH, ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN 2 DAYS SHALL BE COVERED. FROM MAY 1ST TO SEPTEMBER 30TH, ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN 7 DAYS SHALL BE COVERED. 6. OBTAIN A I" WATER METER PRIOR TO CONSTRUCTION. A HOST BIB W/ ATMOSPHERIC VACUUM BREAKER WILL NEED TO BE INSTALLED AT THE BACK OF THE WATER METER BOX PRIOR TO CONSTRUCTION. 7. INSTALL TEMPORARY I NUET PROTECTION TO ALL OR INLETS DOWNSTREAM, IN ADDITION TO LOCATIONS DEPICTED ON PLAN._ r__11:211.56'(12'0)PVC N,S CB \7 EX CB E=278.05'�4"O)PVC E EX CO = :2 :'211:11: p C EM �12 1, SN MA FLOWUNE OF THICKENED EDGE ciI -�oo oc)51 PROTECTTREiWt ,ORANGE . . . . . . . I PROTECIFIVE UI%FENONG— RiM=262.66' IE=255.76: 2:�,.'�PPll SN Ex CB TW=260.— E=264.22';4"0)pvC E E=263.02'�24'0)PVC S SSMH RIM=260.10' IE=250.03' 8"N IE=N9.94' 8"S EX CB RIM=255.9F 2:,0 VIC I :E:21,1:,Il E " �P IE=251.94- 6-O)PVC E LPV3 20 0 10 20 406 GRASS OR ROCK LEVEL BOTTOM I 2 ROCK CHECK DAMS TO BE PLACED AT S0'OC ALONG LENGTH OF INTERCEPTOR DITCH. .SEE DETAIL 7 ON THIS SHEET �NTERCEPTOR SWALE RTTI 2' . 2' WOOD/STEEL FILTER FABRIC SECURED TO 2" . , '14 GA MAE FABRIC EQUAL. NNOVE 8,41- FUTE FABRIC "TERIAL IN CONTINOUS ROILLS FABRIC TO WIRE r . III WM./BTEEL - WIRE MESH FENCE TO SUP ORT FILTE AID �SOTT MAUAIAL 6' 70 'l, NOTES: I� CONTRACTOR/DIEVELOPER $HALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THMUGHOW FRWFCT- C Y EC"ON REOUIR 2, SILT FENCE TO 01 PLACED DOWNSLOPE OF CONSTRUCTION ArLL, BREACH CONI MEIHODS ACTWITY. E R. CTH�R WO K IAN IN FILTER FABRIC FENCE IN= 2016 CITY OF EDMONDS FILTRATION SYSTEMS — PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPAWED BY; A. ENDUSIN CITY STANDARD DETAIL t'/�NE. N�Tl GRACE mum-M.— (TYP) .1. NOTES - I. GQ__.R/w_Cm .- MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION FERIOD, — EMMENT' IN CATCH —1. INEERT SHALL BE INE-I WHI INSERT It .N_PG FULL. 3. DITY --SI FIMIR ON ALL. EACEW OONMOL MLTHO S 01 _fN WORK CAR BEGIN. TEMPORARY MSION DATE C 4�R, SEDIMENT TRAP JANUARY 21118 STANDARD PUBLIC WORKS FOR CATCH BASINS DEPARTMENT DETAIL , ER-902 —ED - A. 2W MtH RADIUS S' M 'U QUARAD, SPALUS 2-41" MIN Dth le MIN DEATH i IS' s' mm OrFULL 'IN..A ESS/EXPEAS DETAIL NOTES ID THE MINIMUM LENGTH SHAUL. BE E)QlADED AS NECESSARY TO ENSURE WTEFHAL IS NOT TRACM OFF MAE AND/OR INTO THE PUBLIC RCHT-CF-WAY. (D — WIWAA1 —1 AND/C. EAE —E.E AM 15' WIDE NIN. $EE TABLE BEE- FOR REQUIRED NOTES� 1. SURFACE WATER - All SURFACE WATER FLOWDAD OR DIVERTED 10AAAD COIACTON ENTRI SHALL BE IPED ACROSS THE ENTRANCE. IF PIPING IS UPRIUCTICk, A MOUNIABLE BERM WITH SIT SLOPES WILL BE PERMITTED. 2. ARWEMANCE _ THE NTRANCE SHAU. BE MAINTAJNED IN A CONDMON WHICH MUL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AAD/Ok ONTO PUBLIC RXINT-OF-WAY. THIS MAY REQUIRE MIMIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDITIONS DI AND REPAIR AND/CR CLEWOUT OF ANY MEASURES USED 10 IMILENT. ALL 11D"ll SPfUlD, DROPPED, WkEHED OR TRACKED OFF SITE AMDIOR ONTO PUBLIC A- I.MIDATELY. 3. YAR U-S SMALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO UEMA NG THE SITE WHEN RUSH ING IS USED IT S HALL SECIME4 TRAPPING DEVICE. 4. IMSPECIH)N AND NEEDED MAINTENANCE SHAUL BE FAMED AFrER EACH RAIN. r —PRWECr MIN LENGTH OF DEET) I -PROVIDE ATs OR ASPHALT TRANS N MIRI 110WAll AM 1. AN AR EAA_ Ull TO BE DETERMINED _AE w eft INSPECTOR. BY INSPECTION REQUIRED ON AERE ALL EROSION CoNI Mu2ol U. I RE V_ FORE ". STABILIZED CONSTRUCTION ISOM DATE Rr 2DII CITY OF EDMOND ENTRANCE STANDARD PUBLIC WORKS DEPARTMENT DETAIL ER6011 'PlA611D.' A EI :�3�,( ITY STANDARD D ETAI L rLE: NTS CONTOUR LINE cryp) AN— IANA,. 111;1 %IYp) 2'�'' UN -TREATED WOODEN 61AKE M) --D.. SIDE - QTE2 �- IAN 4' MAX 2* WIN :,�GER OVERLAPS 4.40 E, 2*.2'�4 - UN -TREATED WOODEN STAXE ((TYP) DIAMEn WAI F nEtAII AREA, AMM LE FDA SEE YAOTTUE S TABLE (TYP) V DIAMETER WArFLE SPACING TABLE SLOPE MAXIMUM SPACING WATTLE SEE DETrL imil, W-w 2HAV 4HdV 4W-0- WATTLE IN SIM �4NRIY ONE RUN MY NOTES, 1. COMPOST DITTIES REOOMIMMDEO ON SLOPES� USE STRAW WATRJES IN PAYMENT APPLICATION. 2. ON SU)P0, INSTALL WATTUES PERPENDICULAR TO THE FLOW DIRECIIONI AND PARALLEL TO THE SLOPE CONTOURS. INETAUUM. SNALL WE IN ACCOREANCE WITH WSOCT STANDARD SPECIFICATION .-.1.300). 3, A NOFF 6NALL HIM RUN UNDER OR AROUND RI ADDITIONAL STAXNA) MAY BE NECESSI TO PREVENT UAD_ 4. WATTLES $�ALL ES INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RADII PRODUCES RUI REMOVE SEDIWI AID ACCUMULATIONS W14EN EXCEEDING 1/9 HEIGHT 8EPREEN THE TOP OF THE WAFFLE AND THE OROUND _E. CITY OF EDMONDS ' WATTLE INSTALLATION ="l 2M�Tl E STANDARD PUBLIC WORKS DEPARTME14T . DETAIL ER-903 APPROVED &� R. immus. I,- , -\ LI I Y b I AINJ UAKU Ut I Al L ('r.) ULPARTMENT OF ECOLOGY DETAIL kZ.,r- _SCAIENTS SCALE: NTS RESUB JAN 2 3 2019 BUILDING DEPARTMENT CITY OF EDMONDS 2" TO 4" QUARRY SPALLS 2" TO 4 7 A B A SECTION A -A SECTION B-B r,-'\ ROUCHECK DAM SCALE: NTS I ENSINIEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 0111119 1 ISO z CL 7A m DESIGN: VID DRAWN: ATID CHECK: JPU JOB NO: 18044.20 DATE: 08/21/18 _j 0 0 0 z 0 V) 0 _j C14 0.< Lj 0 0 Li 00 LLj Ld z LLJ > LJ Z 04 P.. < a 0 C14 Z CL Z X_ in 0 Ld v) — Li SHEET: C2. SW 1/4, SECTION 5, TOWNSHIP 27 NORTH, RANGE 5 EAST, W.M. ;M� 2 )Pvq N,S 4- oz OF HAJli'UNK;FENCIi' 7, 7 1 I - DE /+4- GAP IN FE9E 'RI 'O',�C6F/ I PROPERTY LIN I V420' 0 4' GAP IN FEN"/ 11DWU & 1NFST/OF NdRWbAk1ZSg./5 0 4�'DIA PERFORATED PVC PIPE r'D P' LIE I. TREE/ I N N Y� t - 2 RwERIy/(;0F6 0 7 -FE CE / / I I 624.70 W-��N�%.L` URBED SOILS. LAWN BETWEEN W TH G'OF I'MINUS GRAVEL 8" MIN FROM WOOD. qG=1 0 6 'S I I / / FG= I IOUSE. PLANTER BED ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWI .... !�BETWEEN I ALLS AND PROPERTY LINES W, B *zg,- F�f E WIR WC 7 NON -WOVEN GEOTEXTILE FABRIC, TOW=277.6 av I � i SLOPE AT 0.5% MIN. TURN DOWN ASP ALT THICKENED EDGE TO PERFORATIONS AS SHOWN rz-2 7. 0 BOW=267.b AY TO ()o V TO 0 2.4 Eb EG=252�4 FINISHED GRADE 7.7.0 HALT THICKENED EDGE RIM=279.74 MIN. PLACE NEXT TO FOOTING T6W=275!0 PER' !!�j I � 0 E=2 9 33' 8"N DRAIN OR AS SHOWN ON I IN 6" DOWNSPOUT TIGHTUNE TO 4 EX S.SMH CONVEYANCE SYSTEM @ 0.5% TYP BOW= U)RA -F 2.66.6 i A ING iE�2(,8.83' B"S GRADING & DRAINAGE PLAN (CONTRACTOR MAY LOCATE ON 4" MIN CONCRETE �D EG=2�15.0 7 �277 D EITHER SIDE OF FOOTING DRAIN) o (BROOM FINISH) FINISHED GRADE j 7. �E 279.5 NOO DO BOW 252.0-- Zi E=2fq.56'(I2"0)PVC N,S 4 N �Ul �NMFJTI MATERIAL --------- SURFACING TOP COURSE IJ PER F E=277 3 )o _11RAGEfFE=n ACCEPTABLE TIGHTLINE or EX CB SDR 35 0 'E' us 2 P SCH 40 LINE OF MAX EXCAVATION. DO �0 4 t /4 ENTRi` N-12 IF SOIL IS OVEREXCAVATED, 0(60a oo 4'� KY REPLACE WITH LEAN MIX o o SUITABLE NATIVE MATERIAL 0 EX C8 FBIO HANGOR CONCRETE FILL' , TOP 12" COMPACTED TO A MIN I M U M OF 95% RELATIVE DO.32�(8"O)PVC S NOTE: COMPACTION USING AASHTO MY 7 'COVER FOR PIPE UNDER FOOTING T-180 (ASTIVI D1557). T�7 07' b u DRIVEABLE SURFACES AND UNSUITABLE NATIVE MATERIAL UNDER LANDSCAPE AREAS., SHALL BE REPLACED TYPIk I I 278.05'�4'0)PVC E iE=2;6.25' 24-O)PVC S \91 2:E 0. to Ep _-� FOOTING AND ROOF DRAIN SECTION TYPICAL CONCRETE SECTION x (61 1 0 ENTRY , PG 46 DRY UTILITIES TO 258. 6 0 SITE OFF EXISTING SCALE: IS B6 266., ... 47 4. DRY UTILITY TRENCH 9.50 EX CB RIM=270.63' GARAGEN j KY E-264.38:(12:0 Pvc N NOTES: 7.0 1. POST CONSTRUCT ON SOIL AMENDMENT IS REQUIRED ON ALL AREAS 1�=267.53(80)PVC NW NOT COVERED BY IMPERVIOUS SURFACE WHERE SOIL IS DISTURBED ATTHE END OF PROJECT, ALL DISTURBED AREAS MUST BE AMENDED PERTHE SOIL DURING CONSTRUCTION. 2. SOIL AMENDMENT MUST PASS A 12 INCH MINIMUM PROBE TEST. FLOWLINE OF AMENDMENT DETAIL AND PROBE TO 12-INCHESAT THE SITE FINAL INSPECTION. DEFINITIONS: EM POLE THICKENED EDGE 0,\ PLANTING BEDS t, TURF (LAWN) AREAS CO�� - , , I NON -DISTURBED AREA (ND): VEGETATED AREAS THAT WILL NOT BE 'd U SUBJECT TO LAND DISTURBING ACTIVITY (SEE D) DO NOT REQUIRE SOIL \�FR ?t1A\1 2"4" MULCH' GRASS: SEED OR SOD AMENDMENT IF THEY ARE FENCED AND CONTINUOUSLY PROTECTED Y. 44 dy THROUGHOUT CONSTRUCTION. THE FENCING MUST BE IN PLACEATTHE a" SUK ROOM\ Y( 7 7 FIRST GROUND DISTURBANCE INSPECTION. NODISTURBANCE, )R rvf�Tt zNu TLU K B1 OT INCLUDING VEHICLE TRAFFIC OR MATERIAL STORAGE, IS ALLOWED IN G' PVC 0 2% MIN 66 LF THESE AREAS UNTIL FINAL INSPECTION. 3" OF COMPOST . .. . .. 13/4utwrnvubi INCORPORATED INTO - - - - - - - - INCORPORATED INTO SOIL TO 8" DEPTH SOIL TO 8" DEP1. S -NTAREA(SA): AREA (TURF AND LANDSCAPE) THAT MUST .............. - - -- - -- - - ------ ....... AMENDED PER THE SOIL AMENDMENT DETAIL AND BE LOOSENED SO IT x CR WILL PROBE TO A DEPTH OF 12 INCHES PRIOR TO SITE FINAL INSPECTION. 3 _A�Zll Tl� 1S INCLUDES AREAS IMPACTED BY CLEARING AND GRADING, Q_ I -------- INCIFF FROM DRIVEWAY !E=2,5.7-T!!2"0\,PVC N 8. SUBSOIL SCARIFIED 4" SUBSOIL SCARIFIED 4" STOCKPILING, SITE ACCESS, PATHWAYS AND MATERIALS OR EQUIPMENT .07 CIS IN SHARED PRIVATE ZNC DRIVqF IE= 255-86 ';I2"0)PVC S BEL, BELOW COMPOST STORAGE. 4 DRIVEWAY 111=256.46'1,�I�O)PVC HE AMENIDDEWD 1COYMERP(O.S1 AMENDED LAYER (I'll BELOW SOIL SURFACE), BELOW SOIL SURFACE), OR AS DETERMINED BY 12" OR AS DETERMINED BY SSCOIE_-25216 \j" EX IB -_ THE CITY THE CITY M - 216 3 RIM=266.X C3. b.'tWMLUEAN0UTSH AV E=264.2214"O)PVC E �E 2 3 �6� 'C NE H E 2211 CAST IRON -�24_0)PVC S IE=2 3 8 C NE\ ST E=263.02 CAP W I �2 LAIAPHOUIE COVER W/1)� H EX BO Llr� .5 '1 50�CqP 'SE WM SOILAMENDMENT vv SCALE: NIS So EX SSMH' \313 L�-KV'\NC'�� RIM=260.10' 0 IE=250.0� 8"N C EXTEND TRIMMER BARS FULL [E=249.94' 8"S LENGTH OF ADJACENT REINF JE WNE-OITNEF.-ORCI N G FO R Cl RCU U (TO SUPPORTS) IR ENINGS -236 STREET Ir,4tROVEME EX CB OF SHALL BE IDENTICAL TO REIAN.." \COMBUMDA�PARTO N RIM=25515 OPENINGS EXCEPT AS NOTI y,.CB_ - CORNER BARS: M=zM PVC W tM;,z 180' IE=251.94(6-0)PVC E (1) #6 x V-13" FOR WALLS W/ (1) LAYER OF REINF OR (2) #6 x V-01' .0 .1)CP 127@ FOR WALLS W/ (2) LAYERS OF REINIF TYPICAL AT EACH CORNER HOOK TYP HORIZ AND VERT GRADING AND UTILITY WALL REINF AROUND TR MMER it BARS, TYP SCALE: V=20'4- N 20 o 10 20 40 NOTES: 17 MALL DISTURBED PERVIOUS SURFACES SHALL BE AMENDED TO MEET DOE OMP TS.13. SEE 4C/3.1 2. 3'SEPARATION IS REQUIRED BETWEEN THE DRY UTILITIES (POWER, GAS, PHONE, CABLE, ETC.) AND SEWER, WATER AND STORM AND 5'FROM ANY CITY MAIN UNES. A MINIMUM OF 10'OF HORIZONTAL SEPARATION IS REQUIRED BETWEEN WATER AND SEWER LINES. 3. DRIVEWAY SLOPES SHALL NOT EXCEED 14%. 4. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT THE CITY OF EDMONDS. S. CONTRACTOR TO VERIFY LOCATIONS OF EXISTING UTILITIES. 6. REFER TO SHORT PLAT CONSTRUCTION DRAWINGS FOR EXISTING UTILITY EASEMENTS AND STORMWATER IMPROVEMENTS. (AFN: 201612095001). 7. BED & TRENCH PIPING PER 2C3.2 & C3/C3.2. 8. WATER METER MAY BE USED FOR WATER ACCESS DURING CONSTRUCTION BUT A NEW WATER MAIER SHALL BE INSTALLED TO ACCOMMODATE FIRE AND DOMESTIC SERVICE. 9. TRAFFIC CONTROL NEEDS EXPECTED TO BE MINIMAL FOR UTILITY PATCHING. SEE S/C3.2 & 6/C3.2 FOR SHOULDER WORK AND LANE CLOSURE ON LOW VOLUMEROAD 10. FIRE SPRINKLER CONSULTANT TO VERIFY WATER METER AND SERVICE SIZE, 11. WORKED SLOPES S14ALL NOT EXCEED 2:1. 12. WATER SERVICE LINE TO BE INSTALLED PER CITY WATER SERVICE LINE HANDOUT E-86, 13. ALL SEWER TO BE GASKETED SDR 35. WALL CALLOUT LEGEND TO =TOPOFWALL BOW=FINISHED GRADE AT BOTTOM OF WALL (DOES NOT INCLUDE FOUNDATION DEPTH) EG= EXISTING GRADE (PRE SHORT PLAT) TOW MUST BE �3'ABOVE EG REFER TO STRUCTURAL FOR WALL DESIGN IMPERVIOUS SURFACES MAXIMUM PRIVEWAY SLOPE Z ROOF 2 667 SQ FT AULOW0 14% Z DRIVEWAY 1:!i3O SQFT 12 0 HOOK OR BEND WALKWAYS 2,610 SO. FT TRIMMER BARS: BARSWHERE TOTAL 6,807 SQ FT PROVITE 1/2 -OFREINF IMPOSSIBLETO INTERRUPTED BY OPENING I ... EXTENDTO THE AT 3" OC EA SIDE. SPECIFIED LENGTH FC 17R RTIFS: GRADING QUANTITIES TOTAL EXCAVATION (CUT) - 700 CU YOS TOTAL EMBANKMENT (FILL) - 7SO CU YDS 10'1'111A�11 W/ (1) LAYER OF REINF OR (2) #5 TOTAL 1,450 CU YDS FOR WALLS W/ (2) LAYERS THE QUANTITIES SHOWN ABOVE ARE FOR THE PERIVITFP.RCIOESS OF REINF LAP 24'MIN ONLY. THESE VALUES ARE APPROXIMATE, DO NOT USE It BIDDING, PAYMENT, OR ESTIMATING PURPOSES. TYPICAL REINFORCING AT WALL OPENINGS - I - \-zw/ L : OMERIC09TRACTOR RESPONSIBLE FOR WONTING ALL ON -SITE UTUT73. RELOCATION/REVISION TO ANY UTII MAY REWIRE SEPARATE PERMIT Applicant shall repair/replace all damage to Utilities or frontage improvements in City fight -Of -way per City standards that Is caused or occurs during the permitted project, OWN:RICONTRA.CTOR ISRESPCHSIBLE FOR EROSION CON11MUL AMD DRAMAGE e 6NIGINIIEBEIRING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01111119 1 r Z DESIGN: VID DRAWN: AID CHECK: JPU JOB NO: 18044.20 DATE: 08/21/18 LLJ D 0 0 L�j 00 0 z > < C, 3�: LA Z C)f C-4 0 r, w < 0 M 04 Z 0 < :� m: LO M ICY- (f) - LLJ 0 SHEETRESUS APR 0 3 2019 BUILDING DEPARTMENT CITY OF EDMONDS C';3.1 RESIDENCE 10M VHI X TO EXCEED IN' BETWEEN CLEMOUTi C OUT (WYE WITH CAP AND CLEMour covER, LEVE CONCRETE "No COCD R 111111 1 COVER SEE NOTE 3 -12 HED GRADE /11" END Or PIPER GRIPPER POLO (CMERNE 27061 OR APPROVED EQUAL) WATER TIGHT CAP 45' T-\RISER LIVIVILING COLLARV I SEE NOTE 4 4S' 12' PVC SLELVEJ 0* RISER 4- �R El" !IDE $MR AN V WYE AND r CITY STUB GENERAL CLEANIOUT DETA[ 48' SENIDL 4* OR 6" LOCKING CORR SIDE IEWER CLEANOUT DETAIL 'AS'PN`AL,TSU,RFACE LEVELLING COLLAR NOTES, SEE 1. SIERRA PIPE SHALL BE SOR-35 AND 40INTS SMALL BE CASKETED' 2. PIPE SLO E TO BE 29 MIN AND UP TO SOX MAY. 3, BEAR CLEANOUT COVER TO BE EAST JORDAN IRON WORKS GIS�R 1 '007 LONO 12, PVC FO PRODUCT 000386102 STAR PIPE COSP4aL OR APPROVED 1 EQUAL. S' OF TV OF PIPE GRIPPER 4, LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: P PUB LUG (CHERNE 270261 Pit OR APPROVED EQUAL) IN ROADWAYS PER COE BID DWO OU-424 TYPICAL CLEANOUT IN SIDIDNALKYLIENDSCAPED AREAS, ENER,24mx24`%G` PUP CONCRETE COLLAR OR 24" DIAMETER It V DEEP I ME COMOR Lvp ETE CO 1113111IONE DATE OF EDMONDS SEWER CLEANOUT DETAILS JUDDI .. ... 0CITY PUBLIC WORKS I STANDARD DEPARTMENT DETAIL , APPROVED BY., R, ENGLISH SS-200 SW 1/4, SECTION 5, TOWNSHIP 27 NORTH, RANGE 5 EAST, W.M. "" LONT S.- BE AL H— STRAIGHT .HE. ALL MSED VERTICAL EDGES CLASS 1/r PIT 6 -22 /.E TACNE. HEATIL, PER WSOOT CARD SPECIFICATIONS 5-OHL A APPROVED (SEE NOTES 4 AD 5) j"NIA OR APPROVED RQUAL0 SEALED PERIACK YESDOT M ne C. SLOPE EXCASCOLION To AVOID ON ERM13020 EXISTINO PAVEMENT. . .......... EXISPIN ;% ....... .. ..... ...... ........... ............... ......... .......... EXISTING '4 is IMPO' OR FIT NATIVE MATERIAL CRUSHED S R E BASE COURSE E S SAG To WILL $HALL BE COMPAM DSIC MAXIMUM DINSITY $PLC 9-C 9( 1 �SEE NOTE 2) (SEE N C TRENCH WIDTH NOTES, 1, SEE CRY OF EDMONDS MODIFICATIONS 70 DIVISION I OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR RACIFILUNG REQUIREMENTS. 2. S OMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACTERIA. MEET$ A MINIMUM OF 959 DENSITY PER ASTM 0 1557, 3. GSBG DEFIEH SHALL BE A MINIMUM 0' OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTING CSHC CIPI GREATER THEN B", THEN CSOC SNELL HE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. ROADWAY HIM DEPTH $11ALL BE A MINIMUM OF 4' THICK UNLESS APPROVED BY THE ENGINEER, ANY WIN GREATER THAN 4' SHALL MATCH IDOSTTNG� S. ALLEY "VON DEPTH SMUL BE A MINIMUM OF 2' THICK, UNLESS APPROVED By THE ENGINEER, MY DEPTH GREATER THIN V SHALL MATCH EXISTING, 8, UNLESS APPROVED BY THE ENGINEER, THE HMA SWILL BE INSTALLED IN MULTIPLE EQUAL IHICHNISS UFTS N07 EXCEEDING 2'. 7. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFOAMILY SEALED warm WSDCT VANDARIS 5�jcIFICATIOHS APPROVED JOINT SEALANT OR APPROVED EQUAL, REVISION DATE CITY OF EDMONDS TYPICAL HMA AND JANUARY =IS UTILITY PATCH - PUBLIC WORKS STANDARD DEPARTMENT DETAIL ,� 4'' " , I APPROVED BY. A. ENOUSH GU-41 0 ir MIN 8' MIN 8' MIN 1— -1 e WIN SEE NOTE 1- -SEE COE SPID OIL CU-410 BEDDING MATERIAL 'Va' CRUSHED, PER COE Go M.UISI'15.0.1 OR SUITABLE ED ED MATERIAL AS APPROVED BY City EN INEER (SEE MOTE 2 BELOW) FO�MPATIQNI (IF REQUIRED) UQIESG 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE 30* FOR PIPE UP TO AND INCLUDING 12- DIAMETER 0 D. PLUS 18" FOR PIPE LARGER MAN 12' NOUINAL DIAMLIER 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSVOT STANDARD SPECIFICATIONS FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 1 TRENCH BACKFILL SHALL PEET A MINIMUM COMPACTION OF 95% DENSITY PER ASTMI 0 DEST. 4. IF UNSTABLE MALTERIAL IS ENCOUNTERED BELOW PIPE ZONE. CONTRACTOR SHALL REMOVE AID REP E AS REQUIRED BY CITY ENGINEER. REVISOR DATE CITY OF EDMOND§ TYPICAL TRENCH SECTION JANUARY 201. PUBLIC WORKS STANDARD DEPARTMENT DEFAIL APPROVED BY: R. ENGLISH GU-400 AN FRAME AND COVER PER 2" TO 12' CONGO RISERS COE SITE OIL GU-420 (e MIN - 18" MAX) USING NOR SHRINK GROVE PROVIDE SM ON FINISH IN IDE AND OUT to- to 2� MAX ' 'ANPH Los SEE COE STD OTL� GV-423 L POL�EOUPYUDME SAFETY ECCENTRIC PRECAST STEP/LADDER 12" BE PRECAST SECTIONS 4" MIN THICKNESS 2- TYP Z FLOW 48' OR 54* SAND COLLAR _N OR KOR -SEAL MANHOUE DMOC STEPS FlUIM AND COVER NOTES: I B" MAX t � LOCATE MH LID OUTSIDE THE WHEEL PATH OF THE ENJOY TR am ........... AVEL LANE. 4 CHAIN 2. BASE REINFORCING SHALL BE #4 RESAR AT 12" OC SHELF BOTH WAYS, D� LARGE' MH TO BE REVIEWED ON A CASE BY L CASE BASES USING APWA STANDARDS. B" MIN 4. STEP AND LADDER MAY BE USED IN LIEU OF POLYPROPYLENE SAFETY STEPS. SEE COE SIDE, DTL MIN 2' CLEARANCE GV-423. .-IS:0N.o�,ATE CITY OF ED TYPE I MH ARL STANDARD PUBLIC WQRK1 DEPARTMENT DETAIL GU-421 APPROVED BY! R. ENGLIS14 CITY STANDARD DETAIL EIIY�!TANDARD DETAIL I -LE: NTS CITY STANDARD DETAIL CITY STANDARD DETAIL SCALE: NTS 4 SCALE: NTS, G) Figure 6H-3. Work on the Shoulders (TA-3) Figul.611,11. Lane Closure on aTwo-Lane Road G I RAIDE-\ ED.O... LEAVE with LOWTraffic Volumes (TA-1 1) T- rif ltla Y`_EE 0 L'Pti ... 1) ShadWertwer M 7VALVE OM ! 1 10 "lli- Isse Note 7) I.L T NN A -4 % Li BaRrsp-owl ... 1) S'NOULDER> < MATERIAL LI 7: 84L CORP. STOP WITH Cc THIDD INLET AND COPPER (CIS) CRIP OUTUT (FORD OR MUELLER) 0 a P RPOSE UNION MIPT X DES GRIP SALL �C CUPS STOP EQUAL To FORD I4-.4,LO FOR I - BE ", "'" "" o"', "a", I , NETBR SERIER WHIM DOE BAU. METER 1AUdE IS- HIGH DWN GUAL WE a H."ZONTAL IN H..ZOWN- ourup, ED To OR. I.—SAI MOOEL USE iikE AS AEA— AND ADD A SINGLE CHECK. EQUAL TO FORD VIENI—AW-11-41. GO — SEAVss, IAIDII ad— 1 10— 111, 1" UNPAVED ARCAA: CANSION 1324 MS.' — SuCTLE INES. —a AND CAST IRM READER NOR: N G PDOE: ARMOR CAST M001946PCX12 DICK W1 A&WILHESED9 AGE US TO VACANT LIT (FUTURE USE) LOCATION MARKED WON PAINTED 2' X IV STAKE WITH 'WATER' STENCILED ON 9 14 C& VINYL COMES WLRE TRACER (TOED TO PI,LSTLC PIPE EVERY Is') To BE GRCUNDED AT METER AND HOUSE SCHEDULE Q 3/4- OR V PUUG, REHM ISHIN CONNECTION IS MOE TO CUSTOMER ONE WM COMPRESSION I'MING, WATER SON CE TO HOUSE, INSIAs.1ED BY OYMER/COETRAOTGR (PER PLUMBING CODE) PROPERTY M ER RESPONSIBLE FOR PURCOUDING 3 DEPARILM Mr. CITY WILL SUPPLY ARD NETAUL METGD/�TEORR PU MOTOR THROUGH ME CITY AT DEVID,OPMUHT BERVIDER PROVIDE REDJ US REDHASE; IF USING 3/4" MVER. CONTRACTOR YEALL PACK SIDE OF METER BOX SHAU- BE SET AT ME PROPERTY ONE UNLESS APPROWD BY THE CITY ENGINEER. DIED `I E— " 'D` EST BE -R— Asess -USES — RATED Bes Is APIAGNIG. BY CITY ENSINCERA. ADEVISR). DATE 3/4"- jl.j�NUAIY .1. T , S 'd, ql.�EDM�DN S1 WA E� I R ERViCE Ty 0 1 ST L __ T ' STANDARD PUBLIC WORKS INSTALLATION DEPARTMENT DETAIL WA-130 STANDARD DETAIL A, "IM' .......... <��113 L YIELD ED I. Nes, N,tA:S,,T.U1PE6H-2,.d6H-3 fOrthl, 111190fth, TSR 111"IdEr cDdBS used Id this figurs. T. UEC.MEAE ... NAd. 7) 1, OUVR, Sh.uldartap., 6 A (.PEI ... 1) 7 /-L 1ML 7 Yi, QN3 LC NOW: S, TECO,, SH-2 And! 6H.3 rNA), "ERIA" nd., I.D.r t Typical Application 3 MUTCD DETAIL Typical Application I I SCALE: NTS (EiB Im GNGIIN�IEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 G1111119 PC CC ED =) :3 MIT I., Z W_ t t ED: cc DESIGN: VD DRAWN: ATD CHECK: JOB NO: 18044.20 DATE: 08/21/18 (0 LLI 3t C-4 Q 0 z Lj 00 LLJ > 0) LLJ Z C14 r- V) < 0 M C,4 Z 0 x L0 0 0 — LLI ITEMUB JAN 2 3 2019 (n _j Ld _j 0 0 I WN no RETAINING WALL PLAN ", i 8., . SCALE 1/811 = 1LO11 01 41 16, 5'-6" L 6'-10" L 5'-9" L 6LIf L 3/S2 4/S2 ---------------- t ------- ------- - --- 277.00 1 --- -------- -------------- ---- 272.00 267.00 (�;:)WALL ELEVATION \,�BGALF �1/8' ----- 277.00 272.00 267.00 ('-B-'�WALL ELEVATION r-c"\WALL ELEVATION ��SCALE �1/811 = SCALE 1/811 - 11-011 277.00 - -'\WALL ELEVATION D SCALE 11811 = 11-011 272.00 267.00 26TOD 12LI111 L 267.00 ----- ---------------- ---------------------------------------------- ---- .70 262.00 --- --- 262.00 262.00 257.00 ------ it:: 1- 257.00 --- 257.00 )0 PLANKEYNOTES 1. CAST IN PLACE CONCRETE RETAINING WALL. SEE WALL SECTIONS & ELEVATIONS FOR WALL DIMENSION & REINr. 2. FTG STEP. SEE 7/S2 LEGEND 4) STEP rTG. SEE 7/S2 TOW TOP OF WALL TOP TOP OF FOOTING DIMENSIONS & ELEVATIONS DIMENSIONS AND ELEVATIONS ON THIS PLAN ARE PROVIDED FOR ESTIMATING PURPOSES ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ELEVATIONS WITH THE CURRENT PERMITTED SET OF CIVIL DRAWINGS AND THE EXISTING GRADES IN THE FIELD AT THE TIME OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED TO BOTH THE CIVIL AND STRUCTURAL ENGINEERS IN WRITING PRIOR TO CONSTRUCTION OF THE WALL. ow , Ch 0, �*=-- ma. a 0 0 E C . 1 6 w ho o Do .Z. 4) 4m 0.- r o rc-)) ILI* Lu Lu ;E 0 U) U) 0 Lu 0 0 `\WALL ELEVATION (�E)WALL ELEVATION t'-F:'�WALL ELEVATION (-G ,��SC5111 . I-011 \,�SCALE �1/811 ALE �118- -- \,�SCALE �1/811 = ll-�Dll JAN 0 6 11ILDING 111-PAR-EN .,,,o ...... I S I OF 2- S-19-083 + 8" + — �11'� +811+ RET, WALL SECTION RET. WA L SECTION RET, WALL SECTION. RET. WALL SECTION SCALE 1/211=11-011 SCALE 1/211=11-011 SCALE 1/211=11-011 SCALE 1/2'6110" GENERAL CONSTRUCTION NOTES CODE: DESIGN AND CONSTRUCTION SMALL CONFORM TO THE PROVISIONS OF THE 2015 IBC AS ADOPTED BY THE CITY OF EDMONDS, WASHINGTON. DISCREPANCIES, THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. SHORING & EXCAVATION: THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES AND PROTECTION OF ADJACENT PROPERTY. BACKPILL SOIL WALL BACKrILL SHALL BE WELL GRADED FREE DRAINING MATERIAL. BACKFILL SHALL BE PLACED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS . ALL COMPACTION OCCURING WITHIN 51 OF THE WALL SHALL BE COMPLETED USING HAND OPERATED MACHINERY. DESIGN CRITERIA FOUNDATION DESIGN: RETAINING WALL DESIGN IS BASED ON THE FOLLOWING VALUES AS PROVIDED IN THE GEOTECHNICAL REPORT BY GEOTECH CONSULTANTS INC. DATED 01-25-18 & E-MAIL CORRESPONDENCE OF 09-27-19. ALLOWABLE BEARING PRESSURE: 3,000 PSF LATERAL EARTH PRESSURES: DRAINED BACKFILL ACTIVE CONDITION: 35PCF EFW I LEVEL BACKFILL I 55PCF ErW I UPWARD SLOPE I PASSIVE CONDITION: 30OPCP: EFW ULTIMATE SEISMIC ADDITION: E = 8H PSF UNIFORM SATURATED SOIL DENSITY-. 125 PCF w/ LEVEL BACKFILL *5 PCF UPWARD SLOPED BACKrILL COEFF Or FRICTION: 0.50 ULTIMATE SPECIAL INSPECTION PLAN GENERAL: SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN ACCORDANCE WITH THE 2015 IBC. QUALIFICATION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL. REQUIRED VERIFICATION & INSPECTION: THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS & INSPECTIONS NOTED IN THE SCHEDULE BELOW INSPECTION & TESTING SCHEDULE TYPES OF WORK —7r REQ. 2015 IBC I SECTION CAST IN PLACE CONC. REINFORCING STEEL, PLACEMENT, P 11705.3 PLACEMENT OF CONCRETE C 1706.3 VERIFYING USE OF REQUIRED DESIGN MIX p 1705.3 TESTING OF THE CONCRETE FOR SPECIFIED STRENGTH, AIR CONTENT AND SLUMP C 1705.3 SOILS VERIFICATION OF SOIL -BEARING CAPACITY: INSTALLATION OF DRAINAGE SYSTEM: C 1705.6 PLACEMENT & COMPACTION OF WALL BACKFILL: P 11705.6 FREQUENCY LEGEND C = CONTINUOUS P = PERIODIC SUBMITTAL OF REPORTS. ALL SPECIAL INSPECTION REPORTS AND TESTING REPORTS SHALL BE SUBMITTED TO THE OWNER, SITE STRUCTURES AND THE BUILDING OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING, CONCRETE CONCRETE REQUIREMEN�S_-. LOCATION STRENGTH MAX W/C RATIO WALLS & FTGS 550OPSI @ 28 DAYS 0.50 AIR CONTENT: CONC.EXPOSED TO WEATHER SHALL CONTAIN 6% -/-1% ENTRAINED At — MIX DESIGN: SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS. MATERIAL REQUIREMENTS: CEMENT: ASTM C150. ADMIXTURES: ACI 301. AGGREGATES: ASTM C33. WATER: ASTM C94. EXPOSURE CATEGORIES: FREEZING THAWING Pi SULFATE so IN CONTACT W/ WATER wl CORROSION PROTECTION cl PLACING REQUIREMENTS: PLACING: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITI� TO AVOID SEGREGATION. DEBRIS: REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE CONSOLIDATION: CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WOR CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF F%5. L 10" L RET, WALL SECTION SCALE 1/2114-011 REINFORCING BAR MATERIAL REQUIREMENT. REINFORCING BARS: USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT AS NOTED ON THE DRAWINGS, FABRICATION AND PLACING REQUIREMENTS: BENDING: BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR AUTHORIZED BY THE ENGINEER, CONCRETE COVER-. MINIMUM CONCRETE COVER FOR RtINF. SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH-311 CONCRETE! CAST AGAINST FORMS AND EXPOSED TO EARTH- 1-1/211 WET SETTINGS. REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED WITHIN THE FORMS. LAP SPLICES. LAP ALL BARS 2411 MIN UNLESS SHOWN OTHERWISE ON THESE DWGS. WALL SECTION GENERAL KEYNOTES 1. APPLY PREFABRICATED DRAINAGE PANEL TO ALL WALLS. EXTEND DRAINAGE PANEL TO WITHIN 1211 OF FINISHED GRADE. SEE GEOTECHNICAL ENGINEER FOR MATERIAL SPECIFICATIONS, 2. 4`0 PERFORATED PVC FOOTING DRAIN AT ALL WALL SECTIONS, WRAP IN 161W(ill MINIMUM DRAIN ROCK BEDDING & FILTER FABRIC. ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON CIVIL DWGS. 3. LEAVE SURFACE BETWEEN WALL & FOOTING ROUGH, 4. FINISHED GRADE AT THE BACKFILL FACE OF THE WALL, HEIGHT OF BACKFILL MAY EXTEND TO THE TOP OF THE WALL. 5. CONCRETE PAVING SECTION AT THE DOWNHILL FACE OF THE WALL. PROVIDE 611 MIN COVER OVER THE TOP OF THE FTG. WALL SECTION REINFORCING KEYNOTES 100. 8" OR 1011 THICK CONCRETE RETAINING WALL. REINF W/ #5@12"olc HORZ & 46@16"o/c VERT, PLACE VERT REINF NEAR THE BACKFILL FACE OF THE WALL. PROVIDE 12145 CONTINUOUS HORZ BARS 0 THE TOP OF THE WALL 101. 8" THICK CONCRETE RETAINING WALL. REINF W/ #5@12"o/c HORZ & #5@16"o/c VERT. PLACE VERT REINF NEAR THE BACKFILL FACE OF THE WALL. PROVIDE 12145 CONTINUOUS HORZ BARS 0 THE TOP OF THE WALL. EME, VERT BARS INTO FTG w/ STD HOOK @ 3FT TALL WALL. 102. #6@16"o/c TRANSVERSE, 105. #5016"o/c TRANSVERSE. 104. #5 LONGITUDINAL TOP & BOT AS SHOWN. LAP 2411 MIN @ ALL SPLICE LOCATIONS. 105. #6 WALL TO FOOTING DOWELS @ all o/c. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF 1111 INTO 14' THK FTG. SEP 6/S2 FOR PLACEMENT REQUIREMENTS. 106. #6 WALL TO FOOTING DOWELS @ 1611 o/c. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF 9' -/- 1/211 INTO THE 121 FOOTING. SEE 6/52 FOR PLACEMENT REQUIREMENTS. 107. #5 WALL TO FOOTING DOWELS @ 1611 o/c. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF 11" -/- 1/211 INTO THE 1411 FOOTING. SEE 6/S2 FOR PLACEMENT REQUIREMENTS. 108, #5@16110/c 21 p 92 c T w r z .8 ur K w (a (C-3) DOWEL & VERT REINF TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL DOWEL w/o VFR,--/ PTA Tn Ul VERT WALL REINF BAR SPLICE DOWEL TYP FTG DOWEL PLACEMENT DETAIL /-6� SCALE 1"af-O'll 61-00 MIN 141- TYP < r 2 ui MIN F:TG CONT REINF SEE PLAN SPLICE BARS TO MATCH FTG REINF JAN 0 6 7T. 1 ;E 0 U) cl) 0 2E 0 Lu I& 0 SUILDIN C OFEDMON05"" 'A"Tm 0 TYPIC 7 AL STEPPED FTG DETAIL" OF 2 \,�SCALE 3/8114-0-1