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HomeMy WebLinkAboutPermit D14-0273 - PASCHALL RESIDENCE - DECK AND SUNROOMPASCHALL DECK & SUNROOM 13955 56TH PL S D14-0273 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0002800017 13955 56TH PL S DEVELOPMENT PERMIT Project Name: PASCHALL DECK & SUNROOM Permit Number: D14-0273 Issue Date: 10/6/2014 Permit Expires On: 4/4/2015 Owner: Name: Address: GOLD MICHELLE 13955 56TH PL S , TUKWILA, WA, 98168 Contact Person: Name: DAVID PASCHALL Address: 13955 56 PL S , TUKWILA, WA, 98168 Contractor: Name: AMYWORKS INC Address: 4742 42 AVE SW PMB 540 , SEATTLE, WA, 98116 License No: AMYWOI*899RT Lender: Name: OWNER FUNDED Address: Phone: (206) 313-6940 Phone: (206) 478-2019 Expiration Date: 1/1/2016 DESCRIPTION OF WORK: CONSTRUCT 600 SF DECK WITH 180 SF OF IT BEING MADE INTO A SUNROOM. Project Valuation: $4,488.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $389.62 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: l� UV "UV \%JV ' Date: I hearby certify that I have read and xam ed this permit and know the same to be true and correct. All provisions of law and ordinances go rnin this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: P V( i r/ 1S c)-14 Date: (o / (I y This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: All wood to remain in placed concrete shall be treated wood. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0409 FRAMING 0606 GLAZING 0104 REMOVE STOP WORK 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF T1L) /ILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. D 14- d213 Date Application Accepted: Date Application Expires: 021 [61 lc — (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: ' 3955 PL. 5 Tenant Name: 1 eureq 1 as ,c lQ 11 PROPERTY OWNER Name: ocix d paa.C1t t Address: 1 —96 S f A P' 5 State: IAAC Zip: 4/2)1toe City: kt;0.1,,k CONTACT PERSON — person receiving all project communication Name: octv,apg,c,i lc4( Address: 13.1 5 c 96,-j-t 1A,�i it(' City: �i�1lj� State:�1'u/ Zip:clokOs Phone: z062, 3 (aJ . um ,c OFax: Email: ccur1'ctck ptA5 0 G( 040l `caws GENERAL CONTRACTOR INFORMATION Company Name: 5 L t ` Address: itNd Avc SW °` State: Wit` Zip: co3(1 City: iie Phone: 900 , it70 ' zo(7 Fax: Contr Reg No.: w3 1(0 51 Exp Date: (1, 3 i . 2015 Tukwila Business License No.: Bit.� — ®ci9 6 1 2.3 King Co Assessor's Tax No.: 000.0000 (70 a Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: p iti a 2. Engineer Name: t� w cu Address: 305 ,,. `l t /� m (�►' 111 City: ild{ _ putiwi State:lpG.. Zip: N355 Phone: 2.I1 o (ps 9,.031 Fax: Email: i/J 1t) cv E MG 5-DX- . Get4%t LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: OW V� _ p Ptifi— Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMAT. — 206-431-3670 l Valuation of Project (contractor's bid price): $ • O l�c Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Row ct ec k tf) writtka stakrtetA4 ; I811 a. c=1 ' - Will there be new rack storage? ❑ ....Yes ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s1 Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck 1N©5F t r U �� Uncovered Deck LEZO sl--_ I lefk PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes Compact: Handicap: No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None IA Other (specify) ' ,M - V CilheS Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 14 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT IN &NATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ... Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑ ... Highline ❑ ...Valley View 0...Renton ❑ ...Sewer Availability Provided 0... Renton ❑... Seattle Septic System: 0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0...Insurance ❑... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑... Geotechnical Report 0...Maintenance Agreement(s) El .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) ❑... Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance ❑... Work in Flood Zone ❑... Storm Drainage ❑... Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut 0...Looped Fire Line ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public ❑...Grease Interceptor ❑... Channelization ❑...Trench Excavation ❑ ... Utility Undergrounding WO # (2) " WO # (3) WO # (2) " WO # (3) WO # ❑ .. Deduct Water Meter Size Private ❑ Private ❑ " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Linet2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES -, Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O� FOR AUTI EED AGENT: Signature: l ,)0,0 Print Name: us1i& B a -5 Mailing Address: "I 7 9‘ �i4 Avew Date: (;)) ' I i 20 I Day Telephone: 7-00' ciao' 79-7A 5eaitte W,4 qe ►I0 City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $65.00 D14-0273 Address: 13955 56TH PL S Apn: 0002800017 $65.00 DEVELOPMENT $65.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R3235 R000.345.830.00.00 1.00 $65.00 $65.00 Date Paid: Monday, October 06, 2014 Paid By: DAVID A PASCHALL Pay Method: CHECK 1008 Printed: Monday, October 06, 2014 7:35 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I PAID $324.62 014-0273 Address: 13955 56TH P1 S Apn: 0002800017 $324.62 DEVELOPMENT $315.20 PERMIT FEE R000.322.100.00.00 0.00 $188.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $122.40 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $9.42 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2896 R000.322.900.04.00 0.00 $9.42 $324.62 Date Paid: Tuesday, August 19, 2014 Paid By: AMY WORKS INC Pay Method: CREDIT CARD 477516 Printed: Tuesday, August 19, 2014 9:34 AM 1 of 1 YSTEMS INS CTION TYPE r 'ODE CODE UILDING FINAL** LOMBO 1700 CONCRETE SLAB COMBO 0301 EMERGENCY LIGHTING COMBO 0611 ENERGY EFF CERT COMBO 0610 EXT ROOFING INSUL COMBO 0612 F&S RESISTANT PEN COMBO 0450 1OTING COMBO 0201 FOOTING DRAINS COMBO 0202 FOUNDATION WALL COMBO 0200 —fRAMING COMBO 0409 GAS FIREPLACE INSERT COMBO 0708 GAS PIPING FINAL COMBO 2000 s AZING COMBO 0606 GROUNDWORK COMBO 8004 LATH & GYPSUM COMBO 0502 LIGHTING EQUIP/CONT COMBO 0613 LOWEST FLOOR ELE COMBO 0410 MECH EQUIP EFF COMBO 0703 MECHANICAL FINAL COMBO 1800 MOTOR INSPECTION COMBO 0614 PIPE INSULATION COMBO 0608 PIPE/DUCT INSULATION COMBO 0609 PLUMBING FINAL COMBO 1900 PRE -CONSTRUCTION COMBO 0101 PRE-REROOF COMBO 0103 REFRIGERATION EQUIP COMBO 0705 REMOVE STOP WORK COMBO 0104 I/ROOF SHEATHING COMBO 0401 ROOF/CEILING INSUL COMBO 0603 ROUGH -IN GAS PIPING COMBO 9002 ROUGH -IN MECHANICAL COMBO 0701 ROUGH -IN PLUMBING COMBO 8005 SI-CAST-IN-PLACE COMBO 4037 SI-COLD-FORM TRUSS COMBO 4029 SI-COLD-FORM WELD COMBO 4027 SI-CONCRETE CONST COMBO 4000 SI-DRIVEN DEEP FOUND COMBO 4036 SI-E.I.F.S COMBO 4043 SI-EMPIRICALLY MASON COMBO 4030 SI-EPDXY/EXP CONC COMBO 4046 SI-FIRE RESIST JNTS COMBO 4044 SI-FIRE RETARD COAT COMBO 4042 SI-HELICAL PILE COMBO 4038 SI-HIGH LOAD DIAPH COMBO 4033 SI-MASONRY COMBO 4022 SI-METAL PLATE CONN COMBO 4034 SI-OBS-SEISMIC REST COMBO 4023 SI-OBS-WIND REQUIRE COMBO 4024 SI-REINF STEEL -WELD COMBO 4028 SI-SEISMIC RESTIST COMBO 4039 SI-SMOKE CONTROL COMBO 4045 SI-SOILS COMBO 4035 SI-SPRAY FIRE -RESIST COMBO 4041 SI-STEEL CONST COMBO 4025 SI-STRUCT STEEL COMBO 4026 SI-TEST-QUAL SEISM COMBO 4040 INSPECTION PE TRADE CODE SI-VERT MASON r'OUND COMBO 4031 SI-WELDING COMBO 4004 SI-WOOD CONST COMBO 4032 SLAB/FLOOR INSUL COMBO 0602 SMOKE DETECTOR TEST COMBO 0702 SUSPENDED CEILING COMBO 0406 UNDERFLOOR FRAMING COMBO 0412 UNDERGROUND COMBO 9001 L- -WALL INSULATION COMBO 0601 L- WALL SHEATHING/SHEAR COMBO 0413 SMOKE CONTROL TEST COMBO 0704 ELECTRICAL FINAL ELECT 2100 ROUGH -IN ELECTRICAL ELECT 7003 SERVICE ELECT 7002 UNDERGROUND/SLAB ELECT 7001 FIRE ALARM FIRE 6010 FIRE FINAL FIRE 1400 HALON/CLEAN AGENT FIRE 6030 HOOD AND DUCT FIRE 6020 MONITOR FIRE 6040 SMOKE DAMPERS FIRE 6050 SPRINKLER COVER FIRE 6005 SPRINKLERS FIRE 6000 SOILS PLGN 1230 EXTERIOR FINISHES PLNG 1220 LANDSCAPING PLNG 1200 PARKING PLNG 1210 PLANNING FINAL PLNG 1500 SIGN FINAL** PLNG 1510 TREE PROTECT MEASURE PLNG 1240 BACKFLOW - FIRE PW 5180 BACKFLOW - IRR PW 5170 BACKFLOW - WATER PW 5190 CHANNELIZATION/STP PW 5010 CURB, ACCESS, SDW PW 5000 EROSION MEASURES PW 5200 EROSION MEASURES FNL PW 5210 FIRE LOOP HYDRANT PW 5020 FLOOD ZONE CONTROL PW 5030 GREASE INTERCEPTOR PW 5220 HAULING, OVERSIZE LD PW 5050 ILLUMINATION PW 5250 LAND ALTERING PW 5040 LANDSCAPE IRRIGATION PW 5060 PAVING AND RESTORE PW 5230 PUBLIC WORKS FINAL PW 1600 PUBLIC WORKS PRE -CON PW 5160 SANITARY SIDE SEWER PW 5070 SEWER MAIN EXTENSION PW 5080 STORM DRAINAGE PW 5090 STREET USE PW 5100 TRAFFIC SIGNAL PW 5240 WATER MAIN EXT PW 5110 WATER METER - EXEMPT PW 5120 WATER METER - PERM PW 5130 WATER METER - TEMP PW 5140 INSPECTION RECORD Retain a copy with permit ON NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukvvila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 0( et -027 3 Pritiect: V 4.0cci t I ck.4_,ro o (/.., Type of Inspeftion: 7.. c Address 17 `15-3-- II hile JO i Date Called:1/49 Special Instructions: Date Wanted: a.m. Requester: ,. Paiil c)( Phone No: e2m6 —3 (3 .-- kto Approved per applicable codes. Corrections required prior to approval. COMMENTS: Or- ---(5 Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedute reinspection. 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 Permit inspection Request Line (206) 438-9350 INSPECTION NO. INSPECTION RECORD Retain a copy with permit DM, 0773 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Project 11-1/4- 5d149C11 Type ofAnspectiop: , / 6.1AZ , AC> Ai A-L. Address: -11. 5 5 5to- 01„. Date Callecti _...— _ 1,1,14-1( J.-Asir Special Instructions: .e-- .5 J /) [ 0 0 Al / d-4-2-) Date Wanted: ( a.m. p.m. 'Requester: (".:_f: All rtorte,No: — 444 - 14_5 EJApproved per applicable codes. Corrections required prior to approval, COMMENTS:: f)i< G ilk?— ' "k 0 ti0A1( .:1—n s A c-e; 1:Al f ... t,i Neeo kre.(1, (--- / ---, Inspector: " Date: -2 2 r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit'bI4- 0213 INSP CTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: i / ijASC tik A( .6-6 -1C- Type of Inspection: , i tk_tA i AG Address: — Il- 1 -6) 5 5 5 (o Pb• Date Called: _-----. Special Instructions: 1 ....• 5,..,1 A (I) 4,.) Al .# ----- Date Wanted: 1 — -15 p.m. •Requester: Phone No: 124;roved per applicable codes. ElCorrections required prior to approval. COMMENTS: Inseam r Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 PERMIT Na. SION INSPECTION NO. CITY OF TUKWILA BUILDING D VI (206) 431 3670 OM-02-73 Project: Ae)r)AAAk Z-)04- Typ of inspection: Address- 71, Date Called,: t 5 ke-0---/- Special Instructions: , / 1 47-6 Date Wanted: / 2_ - i .5 1.4 Al- p.m. Requester: Phone No: 21Appr0ved per applicable codes. 0 Corrections required prior to approval, COMMENTS: j) lit- /#1- '-i .e. -,? () - i-rd NA, ir . \ c..........., Inspector: Date; IS-14 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: rA.Sc hA t( p L K Type of.Inspection: V- I" A M n& Address: t'^‘ Date Called: Special Instructions: S J A ro o AA Date Wanted: a.rn. 11` co' - I .:p m.. Requester: Phone No: 7,o , — 3 (3 -- (o A -4 Q Approved per applicable codes. Corrections required prior to approval. COMMENTS: ' 1 tO E! 17. r 4 r-f a Alt AO / ,o i 4A- J e-ir Inspector: Date: p- i4 REINSPECTION FEE REQUIRED. Prior to.next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 0t1©21 INSPECTION NO. PERMIT NO. cy CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 3 Project: PA. ' in Al I :SJA PJP f14 Type of Inspection: -it}T r n6 Address: 1 t� }5 I3� S 6 42, 1 :41— Date Called: Special Instructions: /--" Date Wanted:1 F /�- 1c/:lg, a.m. Requester: n , N Phone . G9 ' 3 / 3 -(0 ! 4v Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: / _ I f 4 REINSPECTION PEE -REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. City of Tukwila Department of Community Development August 25, 2014 DAVID PASCHALL 13955 56 PL S TUKWILA, WA 98168 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0273 PASCHALL DECK & SUNROOM - 13955 56 PL S Dear DAVID PASCHALL, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. Guardrails and stairs are not shown on the submitted plans. Provide a plan with specific details for the guardrails and stairs coming off the deck. Details shall show how guards are attached. All handrail and guardrail systems shall be designed to resist a single concentrated load of 200 lbs. applied in any direction at any point on the handrail or top rail and to transfer this load through the supports to the structure to produce the maximum load effect on the element being considered. (IBC 1607.8.1 & From Section 4.5.1 of ASCE 7 Washington State Amendments) 2. Provide additional clarification with installation details for the skylights, skylight curb framing, flashing details and roofing materials around the skylights. 3. Provide flashing details where deck attaches to the existing house for moisture protection to the exterior. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, R04 <--bd-P Bill Rambo Permit Technician File No. D14-0273 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (D" 15--1 Plan Check/Permit Number: ❑ Response to Incomplete Letter # 0 Response to Correction Letter # Revision # 1 after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner Project Name: Poi s G"hc ( Oe Gc g cJ/V roe yY/ Project Address: 39 5 5 5-co P L sc3 Contact Person: D a V d PCASella Summary of Revision: Acid ed . ,'i05 {-o 5 hee1- 2i / cU e d se c i-t&t/ c 1-cc `,1 r S 4-0 3 --0Z.73 Phone Number:' 06 31 3— 6940 CITY OF tt'V kik SEp 1, 5 201k Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �(XX a-- ( -Entered in TRAKiT on - 4 D COPY PLAN ' VW/ROUTING SLIP PERMIT NUMBER: D14-0273 DATE: 09/15/14 PROJECT NAME: PASCHALL DECK & SUNROOM SITE ADDRESS: 13955 56 PL S Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: l4� M-P Q-�~01 Building Division Mi VAiA vl is W6r'ks ktik %- 141) i Planning Division Fire Prevention Structural Permit Coordinator fik PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entere Notation: in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/14/14 n ek's REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0273 DATE: 09/05/2014 PROJECT NAME: PASCHALL DECK & SUNROOM SITE ADDRESS: 13955 56 PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: irJ L 0 Building Division Public Works ❑ Fire Prevention Structural n Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/09/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/07/14 Approved Corrections Required n n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ S BUILDING OFFICIAL APPROVAL FOR ISSUANCE INITIAL/SIGN DATE PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0273 DATE: 08/19/2014 PROJECT NAME: PASCHALL DECK & SUNROOM SITE ADDRESS: 13955 56 PL S X Original Plan Submittal Revision #' before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: ��- Covik Building Division 1.1 Public Works N//- 8)-1-1y Fire Prevention Structural CPL- Ale 8 -H9 Planning Division III Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/21/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/18/14 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: tl )J(N -- I j Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Q' s C S - ZO t ii ❑ Response to Incomplete Letter # Plan Check/Permit Number: Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ?S(a/( dunVooYrt J- -73 RECEIVED errY no'rUKWIL,A Sip 0 5 20% Project Address: Contact Person: / 3 S'S el s Datr►d Pascka.cl Summary of Revision: rec av� I,ette-c Phone Number: zD& . 31 3 ' (ALIO Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on AmyWorks Inc Page 1 of 2 Washington State Department of Labor & Industries AmyWorks Inc Owner or tradesperson ECKLUND, AMY SUE Principals ECKLUND, AMY SUE, PRESIDENT Doing business as AmyWorks Inc WA UBI No. 603 161 512 4742 42nd Ave SW PMB 540 SEATTLE, WA98116 206-478-2019 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. AMYWOI*899RT Effective — expiration 01/01/2012— 01 /01 /2016 Bond Contractors Bonding & Insurance Co Bond account no. SJ4475 $12,000.00 Received by L&I Effective date 12/30/2011 01/01/2012 Expiration date Until Canceled Insurance No current insurance account. See the insurance history. Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603161512&LIC=AMYWOI* 899RT&SAW= 10/06/2014 GOLD,' RESIDENCE COPY CONVENTIONAL FLAT ROOF WITH CATHEDRAL SKYLIGHT STRUCTURAL ENGINEERING CALCULATIONS: 13.00 ft. PROJECTION BY 15.00 ft. FRONT WALL REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDINGISION THE ABOVE INDICATED PROJECT HAS BEEN EXAM D DIV---- 25 psf GROUND SNOW LOAD 115 mph EXPOSURE C 1.48 Ss SIESMIC RESPONSE SPECTRAL ACCELERATION 0.55 Ss SIESMIC RESPONSE SPECTRAL ACCELERATION AS PER TIE, REQUIREMENTS OF THE 2012 I.B.C. AND ASCE 7-1I ECEIVED CITY OF TUKWILA AUG 1 9 2014 PERMIT CENTER fly- 0Z13 JOB: GOLD SHEET NO: OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: BALANCED ROOF SNOW LOAD BASED ON THE ASCE7-10 STANDARD Equation: ASCE 7-10 Chapter 7 (Page 29): Eq. 7.3-1 and Eq. 7.4-1 Ps = 0.7 * Pg * Ct * I* Ce * Cs Ps: Design Roof Load Pg: Ground Snow Load Zoned for the Projects Location (Figure 7-1 Pages 34-35) Ct: Thermal Factor (Table 7-3 Page 30) I: Importance Factor (Table 1.5-2 Page 5) Ce: Exposure Factor (Table 7-2 page 30) Cs: Slope Factor (Figure 7-2 Page 36) Note: For Monoslope, hip and gable roofs with slopes less than 15 degrees (3 on 12), and curved roofs where the vertical angle from the eave to the crown is less than 10 degree (2 on 12). A minimum roof snow Toad, Pm, shall be obtained. Where Pg = 20 psf or less; Pm = I * Pg Where Pg > 20 psf; Pm = 1 * 20 psf Pm is not used to determine or in combination with drift, sliding, unbalanced or partial loads. Ground Snow Load, Pg: Figure 7-1 (Pages 34-35) 25.00 psf Thermal Factor, Ct: Table 7-3 (Page 30) 1.10 Structure is: Heated Importance Factor, I: Table 1.5-2 (Page 5) 1.00 Category II Exposure Factor, Ce: Table 7-2 (Page 30) 1.00 Terrain Category C Roof Exposure Partially Exposed Roof Slope Factor, Cs: Figure 7-2 (Page 36) 1.00 Structure is: Heated Roof is: 0.92 Unobstructed Not Slippery (Shingles, Shakes, etc.) Roof R-Value: 30 (Approximately) (Assumed Unventilated) Roof Snow Load, Ps: 19.25 psf Min. Snow Load for Low -Sloped Roofs, Pm: N/A psf Drift Allowance: 5.75 psf (20 PSF OVER 4'-6" PROJECTION) Total Roof Load: 25.00 • sf • JOB: GOLD SHEET NO: 2 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: WIND LOAD - MWFRS BASED ON THE ASCE7-10 STANDARD Equation: ASCE 7-10 Chapter 27 (Eqn: 27.3-1 Page 260) qz = 0.00256 * Kz * Kzt * Kd * V"2 qh: Velocity Pressure at Mean Roof Height h Above Grade (Eqn. 27.3-1 Page 260) Kz: Velocity Pressure Exposure Coeffiecient (Table 27.3-1 Page 261) Kzt: Topographical Factor (Figure 26.8-1 Page 252-253) Kd: Wind Directionality Factor (Table 26.6-1 Page 250) V: Basic Wind Speed (Figures 26.5-1A - 26.5-1C Pages 247a - 249b) Velocity Pressure Exposure Coeffiecient, Kz: (Table 27.3-1 Page 261) 0.85 Exposure Category: C Mean Roof Height Above Grade 11.5 ft. Topographical Factor, Kzt: (Figure 26.8-1 Page 252-253) 1.00 (ASSUMED) Wind Directionality Factor, Kd: (Table 26.6-1 Page 250) 0.85 Basic Wind Speed, V: (Figures 26.5-1 A - 26.5-1 C Pages 247a - 249b) 115 mph Velocity Pressure At Mean Roof Height h above Grade, qh: 24.46 psf • Equation: ASCE 7-10 Chapter 27 (Eqn: 27.4-1 Page 260) p = q * G * Cp - qi * (GCpi) q: Velocity Pressure (Eqn. 27.4-1 Page 260) qi: Velocity Pressure (Eqn. 27.4-1 Page 260) G: Gust Factor (Section 26.9.1 Page 254) Cp: External Pressure Coefficient (Figures 27.4-1, 27.4-2, 27.4-3 Pages 263-266) Gcpi: Internal Pressure Coefficient (Table 26.11-1 Page 258) Gust Factor, G: (Section 26.9.1 Page 254) 0.85 Velocity Pressure, q and qi = qh: (Eqn. 27.4-1 Page 260) 24.46 (CONSERVATIVE) Internal Pressure Coefficient, Cpi: (Table 26.11-1 Page 258) 0.18 (+ and -) Enclosure Classification: ENCLOSED External Pressure Coefficient, Cp: (Figures 27.4-1, 27.4-2, 27.4-3 Pages 263-266) WIND NORMAL TO RIDGE (WINDWARD IS FRONT WALL) Windward Wall: 0.8 Leeward Wall: -0.5 Side Wall: -0.7 Windward Roof Normal to Ridge: Horz. Distance 0 - h/2: -1.10 Horz. Distance > h/2: -0.80 Leeward Roof Normal to Ridge: -0.70 JOB: GOLD SHEET NO: 3 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STAMPED BY: DATE: WIND LOAD - MWFRS (CONT.1 BASED ON THE ASCE7-10 STANDARD External Pressure Coefficient, Cp: (Figures 27.4-1, 27.4-2, 27.4-3 Pages 263-266) WIND PARALLEL TO RIDGE WINDWARD IS SIDE WALL) Windward Wall: 0.8 Leeward Wall: -0.5 Side Wall: -0.7 Roof Parallel to Ridge: Horz. Distance 0 - h/2: -1.10 Horz. Distance > h/2: -0.80 Equation: ASCE 7-10 Chapter 27 (Eqn: 27.4-1 Page 260) p = q * G * Cp - qi * (GCpi) Design Pressure, p: (WORST CASE) Per Section 27.4.7: The Minimum design pressure shall be 16 psf for walls and 8 psf for roofs. WIND NORMAL TO RIDGE (WINDWARD IS FRONT WALL) +Cpi -Cpi Windward Wall: 21.04 psf 16.00 psf Side Wall: -16.00 psf -18.96 psf Roof: Horz. Distance 0 - h/2: -18.47 psf -27.27 psf Horz. Distance > h/2: Overall Lateral Design Pressure: -16.00 psf 21.04 psf -21.04 psf 21.04 psf WIND PARALLEL TO RIDGE (WINDWARD IS SIDE WALL) Windward Wall: +Cpi -Cpi 21.04 psf 16.00 psf Leeward Wall: -16.00 psf -16.00 psf Side Wall: -16.00 psf -18.96 psf Roof Parallel to Ridge: Horz. Distance 0 - h/2: -18.47 psf -27.27 psf Horz. Distance > h/2: -16.00 psf -21.04 psf Overall Lateral Design Pressure: 27.03 psf 27.03 psf JOB: GOLD SHEET NO: 4 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SIESMIC LOAD BASED ON THE ASCE7-10 STANDARD Equations: ASCE 7-10 Chapter 11 (Page 65) Ss: Mapped spectral response acceleration parameter at short periods (Figures 22-1 through 22-6) S1: Mapped spectral response acceleration parameter at a period of 1 second (Figures 22-1 through 22-6) Site Class: A classification assigned to a site based on the types of soils present (Chapter 20) Fa: Short Period Site Coefficient (Table 11.4-1 Page 66) Fv: Long Period Site Coefficient (Table 11.4-2 Page 66) Sms: Spectral response acceleration parameter at short periods (Eqn 11.4-1 Page 65) Sm1: Spectral response acceleration parameter at 1 second period (Eqn 11.4-2 Page 65) Sds: Design Spectral Response Acceleration Parameter at short period (Eqn 11.4-3 Page 65) Sd1: Design Spectral Response Acceleration Parameter at 1 second period (Eqn 11.4-4 Page 65) I: Importance Factor (Table 1.5-2 Page 5) Seismic Design Category: A classification assigned to a structure based on its risk category and severity of the design earthquake ground motion at the site (Table 11.6-1 and 11.6-2 Page 67) Mapped Spectral Response Acc. (Short), Ss: (Figures 22-1 through 22-6) 1.48 Mapped Spectral Response Acc. (1-sec), S1: (Figures 22-1 through 22-6) 0.55 Site Class: (Chapter 20 Page 203) D Site Coeffiecent, Fa: (Table 11.4-1 Page 66) 1.0 (Conservative) Site Coeffiecent, Fv: (Table 11.4-2 Page 66) 1.5 (Conservative) Spectral Response Acc. Parameter (Short), Sms: (Eqn. 11.4-1 Page 65) 1.48 Spectral Response Acc. Parameter (1-sec), Sm1: (Eqn. 11.4-2 Page 65) 0.83 Design Spectral Acc. Parameter (Short), Sds: (Eqn. 11.4-3 Page 65) 0.99 Design Spectral Acc. Parameter (1-sec), Sd1: (Eqn. 11.4-4 Page 65) 0.55 Importance Factor, I (Table 1.5-2 Page 5) 1.00 Category II Seismic Design Category: (Table 11.6-1,2 Page 67) D Response Modification Factor, R: 6.50 A. Bearing Wall Systems, 13. Light Framed Walls with Wood Structural Panels Rated for Shear Resistance or Steel Sheets (Assuming No Horizontal or Vertical lrregulatities, Flexible Diaphram, Redundancy Factor = 1.0) JOB: GOLD SHEET NO: 5 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SIESMIC LOAD (CONT.) BASED ON THE ASCE7-10 STANDARD Equation: ASCE 7-10 Chapter 12 (Page 89) V= Cs * W (Eqn, 12.8-1) V: Seismic Base Shear (Eqn. 12.8-1 Page 89) Cs: Seismic Response Coefficient (Page 89-90) W: Effective Seismic Weight (Page 88) Ta: Approx. Fundamental Period (Eqn. 12.8-7 Page 90) Ct: Approximate Period Parameter (Table 12.8-2 Page 90) hn: Structural Height of Structure (Page 61) x: Approximate Period Parameter (Table 12.8-2 Page 90) TL: Long -Period Transition Period (Figures 22-12 through 22-16 Pages 224 - 227) F: Design Anchorage Force for Walls to Supporting Structure Structural Height of Structure, hn: (Page 61) 8.50 ft Approximate Period Parameter, x: (Table 12.8-2 Page 90) 0.75 All other systems Approximate Period Parameter, Ct: (Table 12.8-2 Page 90) 0.02 All other systems Approximate Fundamental Period, Ta: (Eqn. 12.8-7 Page 90) 0.10 sec Long -Period Transition Period, TL: (Figures 22-12 through 22-16) 6 sec Seismic Response Coefficient, Cs: (Page 89-90) 0.4335 Effective Seismic Weight, W: (Page 88) 5650 # Seismic Base Shear, V: (Eqn. 12.8-1 Page 89) 2450 # Anchorage Force of Wall at Roof to E. Structure, F: (Eqn. 12.11-1,-2 Page 96) 492 # Max. Collector Element Transfer Force at Roof Diaphragm: (Eqn. 12.10-3 Pg 95) 0.39 *W = 441 # Where W is the tributary weight to the diaphragm at the roof JOB: GOLD SHEET NO: 5a OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STAMPED BY: DATE: SUMMARY OF LOAD COMBINATIONS: 1 DEAD 2 DEAD + LIVE 3 DEAD + BALANCED SNOW + DRIFTING DEAD + UNBALANCED SNOW DEAD + ICE DAM OVERHANG 4 DEAD + 0.75 LIVE + 0.75 BALANCED SNOW + 0.75 DRIFTING DEAD + 0.75 LIVE + 0.75 UNBALANCED SNOW 5a DEAD + 0.6 WIND 5b (1.0 + 0.14 * Sds) DEAD + 0.7 SEISMIC 6a DEAD + 0.75 LIVE + 0.75 BALANCED SNOW + 0.75 DRIFTING + 0.45 WIND DEAD + 0.75 LIVE + 0.75 UNBALANCED SNOW + 0.45 WIND 6b (1.0 + 0.14 * Sds) DEAD + 0.75 LIVE + 0.75 BALANCED SNOW + 0.75 DRIFTING + 0.525 SEISMIC (1.0 + 0.10 * Sds) DEAD + 0.75 LIVE + 0.75 UNBALANCED SNOW + 0.525 SEISMIC 7 0.6 DEAD + 0.6 WIND 8 (0.6 - 0.14 * Sds) DEAD + 0.7 SEISMIC JOB: GOLD SHEET NO: 6 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: FRONT WALL SHEATHING REQUIREMENTS: Front Wall Shear Requirement Wind Load: 16.22 psf Wall Height: • 8.00 ft Ridge Height:, 9.00 ft Wall Length: 13.00 ft. (Projection) Wall Length:' 15.00 `ft. (Width) TOTAL SHEAR WALL DIAPHRAGM LOAD: 1054.15 # LOAD INTO FRONT WALL: TOTAL FRONT SHEAR WALL LENGTH:'' 5.00 ',ft. 527.07 # 105.41 PLF ALLOWABLE IN -PLANE SHEAR STRENGTH, plf, PER TABLE 2306.3.1 (BLOCKED, ANY CONFIGURATION 8d X 2-1/2" NAILS AT 6" O.C., 3/8" STRUCTURAL 1 GRADE SHEATHING, 2X FRAMING) 270 PLF OKAY SHEAR RATIO MUST BE MAINTAINED AT AN ASPECT RATIO OF 3.5:1 2.29 FT MIN. SECTIONS OKAY TOTAL SHEAR WALLS NEEDED IN ALONG THE FRONT WALL: 1.95 FT. TOTAL SHEAR WALL ALONG THE FRONT WALL IN PROJECT DESIGN: 5.00 FT. OKAY JOB: GOLD SHEET NO: 7 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STAMPED BY: DATE: SIDE WALL SHEATHING REQUIREMENTS: Side Wall Shear Requirement Wind Load: 12.62 psf Wall Height:: 8.00 ft Ridge Height:. 9.00 ft Wall Length: 13.00 . 'ft. (Projection) Wall Length: 15.00 ft. (Width) TOTAL SHEAR WALL DIAPHRAGM LOAD: 946.64 # LOAD INTO SIDE WALL: 473.32 # NO SHEAR WALL IS REQUIRED IF PULLOUT VALUE AT EAVE EQUALS 475#... JOB: GOLD SHEET NO: 8 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: FLOOR SHEAR DIAPHRAGM: Deck Floor Shear Requirement Wind Load: 16.22 psf Wall Height:' 8.00 ft Ridge Height:; 9.00 ft Wall Length: 13.00 ft. (Projection) Wall Length: 15.00 ft. (Width) TOTAL DIAPHRAGM LOAD: 1714.677 # LOAD INTO DECK FLOOR: TOTAL FLOOR SHEAR LENGTH:; 15.00 ft. 114.31 PLF ALLOWABLE IN -PLANE SHEAR STRENGTH, plf, PER TABLE 2306.3.1 (BLOCKED, ANY CONFIGURATION 8d X 2-1/2" NAILS AT 6" O.C., 15/32" SHEATHING, 2X FRAMING) 270 PLF OKAY SHEAR RATIO MUST BE MAINTAINED AT AN ASPECT RATIO OF 3.5:1 3.71 FT MIN. SECTIONS OKAY JOB: GOLD SHEET NO: 9 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: JOIST HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 13 = 156 IN. DEFLECTION LIMIT, L/ 360 = 0.433 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 10.0 AT 1.33 FT. O.C. SPACING FLOOR LOAD, PSF: 40.0 AT 1.33 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 66.65 MAXIMUM MOMENT, FT#: 1407.98 = 16896 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, INA3: 19.8774 MOMENT OF INERTIA, INA4: 82.3669 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 1.50 1.50 DEPTH, IN: 8.92 11.25 OKAY JOB: GOLD SHEET NO: 9a OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: RIM JOIST HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 6 = 72 IN. DEFLECTION LIMIT, L/ 360 = 0.200 IN. LOADING RE P UIREMENTS: DECK DEAD LOAD, PSF: 10.0 AT 1.33 FT. O.C. SPACING FLOOR LOAD, PSF: 40.0 AT 1.33 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 2.00 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 2.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 10.0 AT 8.00 FT. O.C. SPACING TOTAL LOAD, PLF: 222.65 MAXIMUM MOMENT, FT#: 1001.93 = 12023 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, INA3: 14.1448 MOMENT OF INERTIA, INA4: 27.0520 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.00 3.00 DEPTH, IN: 5.32 11.25 OKAY JOB: GOLD SHEET NO: 10 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: GIRDER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 7 = 84 IN. DEFLECTION LIMIT, U 360 = 0.233 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 10.0 AT 11.50 FT. O.C. SPACING FLOOR LOAD, PSF: 40.0 AT 11.50 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 7.50 FT. O.C. SPACING ROOF LOAD, PSF: 25.0 AT 7.50 FT. O.C. SPACING WALL DEAD LOAD, PSF: 10.0 AT 9.00 FT. O.C. SPACING TOTAL LOAD, PLF: 927.50 MAXIMUM MOMENT, FT#: 5680.94 = 68171 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, INA3: 80.2015 MOMENT OF INERTIA, IN^4: 178.9495 MINIMUM SIZE MEMBER RE 0 UIRED ACTUAL SIZE MEMBER: WIDTH, IN: 5.50 5.50 DEPTH, IN: 9.35 11.25 OKAY JOB: GOLD SHEET NO: 11 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: GIRDER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, al), PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 10 = 120 IN. DEFLECTION LIMIT, L/ 360 = 0.333 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 10.0 AT 6.50 FT. O.C. SPACING FLOOR LOAD, PSF: 40.0 AT 6.50 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 325.00 MAXIMUM MOMENT, FT#: 4062.50 = 48750 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, INA3: 57.3529 MOMENT OF INERTIA, IN^4: 182.8125 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.50 3.50 DEPTH, IN: 9.92 11.25 OKAY JOB: GOLD SHEET NO: 12 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: HEADER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, 6b, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 9 = 108 IN. DEFLECTION LIMIT, U 360 = 0.300 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 3.00 FT. O.C. SPACING ROOF LOAD, PSF: 25.0 AT 3.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 105.00 MAXIMUM MOMENT, FT#: 1063.13 = 12758 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, I103: 15.3705 MOMENT OF INERTIA, INN: 43.0566 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 5.50 5.50 DEPTH, IN: 4.55 7.50 OKAY JOB: GOLD SHEET NO: 13 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SKYLIGHT HEADER - FRONT HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: - SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, 6b, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 11 = 132 IN. DEFLECTION LIMIT, U 360 = 0.367 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 3.75 FT. O.C. SPACING ROOF LOAD, PSF: 20.0 AT 3.75 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 112.50 MAXIMUM MOMENT, FT#: 1701.56 = 20419 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN"3: 24.6009 MOMENT OF INERTIA, INN: 84.2273 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.50 3.50 DEPTH, IN: 6.61 9.25 OKAY JOB: GOLD SHEET NO: 14 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SKYLIGHT HEADER - REAR HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 11 = 132 IN. DEFLECTION LIMIT, U 360 = 0.367 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 3.75 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 3.75 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 142.50 MAXIMUM MOMENT, FT#: 2155.31 = 25864 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, INA3: 31.1611 MOMENT OF INERTIA, INA4: 106.6880 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.50 3.50 DEPTH, IN: 7.31 11.25 OKAY JOB: GOLD SHEET NO: 15 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STAMPED BY: DATE: SKYLIGHT - RIDGE MEMBER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 11 = 132 IN. DEFLECTION LIMIT, L/ 360 = 0.367 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 5.50 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 5.50 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 209.00 MAXIMUM MOMENT, FT#: 3161.13 = 37934 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN^3: 45.7030 MOMENT OF INERTIA, INN: 156.4757 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 6.00 6.00 DEPTH, IN: 6.79 11.25 OKAY JOB: GOLD SHEET NO: 16 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SKYLIGHT - SUPPORT MAIN MEMBER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 12.5 = 150 IN. DEFLECTION LIMIT, U 360 = 0.417 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 6.20 FT. O.C. SPACING ROOF LOAD, PSF: 25.0 AT 6.20 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 217.00 MAXIMUM MOMENT, FT#: 4238.28 = 50859 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN^3: 61.2764 MOMENT OF INERTIA, INA4: 238.4033 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 5.50 5.50 DEPTH, IN: 8.18 11.25 OKAY JOB: GOLD SHEET NO: 17 OF: • 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: EXISTING HOUSE WALL HEADER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 8 = 96 IN. DEFLECTION LIMIT, L/ 360 = 0.267 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 11.00 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 11.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 418,00 MAXIMUM MOMENT, FT#: 3344.00 = 40128 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN"3: 48.3470 MOMENT OF INERTIA, IN"4: 120.3840 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.50 3.50 DEPTH, IN: 9.10 9.25 OKAY JOB: GOLD SHEET NO: 18 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: EXISTING HOUSE WALL HEADER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, 6b, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 3 = 36 IN. DEFLECTION LIMIT, U 360 = 0.100 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 9.00 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 9.00 FT. O.C. SPACING NEW EQUIVALENT LOAD, PSF: 115.0 AT 9.00 FT. O.C. SPACING EQUIVALENT MOMENT FOR CENTER POINT LOAD FROM TOTAL LOAD, PLF: 1377.00 SKYLIGHT SUPPORT MEMBER MAXIMUM MOMENT, FT#: 1549.13 = 18590 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN^3: 22.3970 MOMENT OF INERTIA, INA4: 20.9132 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.00 3.00 DEPTH, IN: 6.69 9.25 OKAY JOB: GOLD SHEET NO: 19 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: SKYLIGHT- RAFTER HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, c b, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 6 = 72 IN. DEFLECTION LIMIT, U 360 = 0.200 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 3.67 FT. O.C. SPACING ROOF LOAD, PSF: 28.0 AT 3.67 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 139.46 MAXIMUM MOMENT, FT#: 627.57 = 7531 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN03: 9.0733 MOMENT OF INERTIA, INA4: 16.9444 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.50 3.50 DEPTH, IN: 3.94 5.50 OKAY JOB: GOLD SHEET NO: 20 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: ROOF RAFTERS HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1200000 BENDING STRESS, ab, PSI: 830 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 12.5 = 150 IN. DEFLECTION LIMIT, U 360 = 0.417 IN. LOADING REQUIREMENTS: DECK DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING FLOOR LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING ROOF DEAD LOAD, PSF: 10.0 AT 2.00 FT. O.C. SPACING ROOF LOAD, PSF: 25.0 AT 2.00 FT. O.C. SPACING WALL DEAD LOAD, PSF: 0.0 AT 0.00 FT. O.C. SPACING TOTAL LOAD, PLF: 70.00 MAXIMUM MOMENT, FT#: 1367.19 = 16406 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN^3: 19.7666 MOMENT OF INERTIA, IN^4: 76.9043 MINIMUM SIZE MEMBER RE UIRED - ACTUAL SIZE MEMBER: WIDTH, IN: 1.50 1.50 DEPTH, IN: 8.89 11.25 OKAY JOB: GOLD SHEET NO: 21 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: 2X WALL STUD HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1300000 BENDING STRESS, 6b, PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 8 = 96 IN. DEFLECTION LIMIT, L/ 180 = 0.533 IN. LOADING REQUIREMENTS: WIND LOAD, PSF: 12.6 AT 1.33 FT. O.C. SPACING TOTAL LOAD, PLF: 16.82 MAXIMUM MOMENT, FT#: 134.60 = 1615 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, 1NA3: 1.9002 MOMENT OF INERTIA, INA4: 2.2364 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 1.50 1.50 DEPTH, IN: 2.76 5.50 OKAY JOB: GOLD SHEET NO: 22 OF: 39 EMC2 STRUCTURAL DESIGN INC. CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: STAMPED BY: DATE: DATE: (2) 2X OR 4X WALL STUD HEM FIR #2 GRADE OR EQUIVALENT MECHANICAL PROPERTIES: SPECIFIC GRAVITY, G: 0.43 YOUNGE'S MODULUS, E, PSI: 1300000 BENDING STRESS, ab, PSI: 850 PHYSICAL PROPERTIES: MAX. LENGTH, FT: 8 = 96 IN. DEFLECTION LIMIT, L/ 180 = 0.533 IN. LOADING REQUIREMENTS: WIND LOAD, PSF: 12.6 AT 5.00 FT. O.C. SPACING TOTAL LOAD, PLF: 63.11 MAXIMUM MOMENT, FT#: 504.87 = 6058 IN# REQUIRED MEMBER PROPERTIES BASED ON SIMPLY SUPPORTED BEAM WITH PIN -PIN SUPPORTS SECTION MODULUS, IN^3: 7.1276 MOMENT OF INERTIA, INN: 8.3887 MINIMUM SIZE MEMBER REQUIRED ACTUAL SIZE MEMBER: WIDTH, IN: 3.00 3.00 DEPTH, IN: 3.78 5.50 OKAY EMC2 JOB: GOLD SHEET NO: 23 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: POST TO FOUNDATION PB66 SIMPSON STRONG TIE POST BASE VALUES OBTAINED FROM SIMPSON STRONG TIE POST MAY BE EMBEDDED INTO CONCRETE FOOTING IN LIEU OF A POST BASE CONNECTION MAXIMUM ALLOWABLE LOADS UPLIFT: 1640.0 # LATERAL: 765.0 # (SIDE WITHOUT THE "WINGS") LATERAL: 1325.0 # (SIDE WITH THE' WINGS") ACTUAL LOADING: UPLIFT: 797.6 # LATERAL: 246.3 # EMC2 JOB: GOLD SHEET NO: 24 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11/2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: GIRDER TO WOOD POST FASTENERS: 3 0.500 " X 6.000 " THRUBOLTS VALUES OBTAINED FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Wood Ad'ustment Factors: Cd 1.6 ALLOWABLE SHEAR CONNECTION Cd 1.15 PARALLEL: 590 #/SCREW * 3 SCREWS = 1770 # = 2832.0 # TOTAL CAPACITY Cm 1 PERPENDICULAR: 340 #/SCREW * 3 SCREWS = 1020 # = 1632.0 # TOTAL CAPACITY • Ct 1 Cg 1 Cgeo 1 Ceg 1 Cdi 1 Ctn 1 MAXIMUM ALLOWABLE LOADS UPLIFT: 1632.0 # LATERAL: 1632.0 # ACTUAL LOADING: UPLIFT: 797.6 # LATERAL: 246.3 # EMC2 JOB: GOLD SHEET NO: 25 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11/2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: DECK/FLOOR LEDGER TO EXISTING WALL/BANDBOARD FASTENERS: 2 0.500 " X 5.000 " LAG BOLTS AT 16" O.C. SPACING MAX. VALUES OBTAINED FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Wood Adjustment Factors: Cd 1.6 ALLOWABLE SHEAR CONNECTION Cd 1.15 PARALLEL: 350 #/SCREW* 2 SCREWS = 700 # = 805.0 # TOTAL CAPACITY Cm 1 PERPENDICULAR: 180 #/SCREW * 2 SCREWS = 360 # = 414.0 # TOTAL CAPACITY Ct 1 Cg 1 Cgeo 1 ALLOWABLE WITHDRAWL (TENSION) Ceg 1 302 #/IN/SCREW * 3 IN EMBEDMENT * 2 SCREWS = 1812 # = 2899.2 # TOTAL CAPACITY Cdi 1 Ctn 1 MAXIMUM ALLOWABLE LOADS VERTICAL: 310.5 PLF ACTUAL LOADING: VERTICAL: 312.5 PLF EMC2 JOB: GOLD SHEET NO: 26 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11 /2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: DECK/FLOOR LEDGER TO EXISTING WALL/BANDBOARD AT ENDS FASTENERS: 4 0.500 " X 5.000 " LAG BOLTS VALUES OBTAINED FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Wood Adjustment Factors: Cd 1.6 ALLOWABLE SHEAR CONNECTION Cd 1.15 PARALLEL: 350 #/SCREW * 4 SCREWS = 1400 # = 1610.0 # TOTAL CAPACITY Cm 1 PERPENDICULAR: 180 #/SCREW * 4 SCREWS = 720 # = 828.0 # TOTAL CAPACITY Ct 1 Cg 1 Cgeo 1 ALLOWABLE WITHDRAWL (TENSION) Ceg 1 302 #/IN/SCREW * 3 IN EMBEDMENT * 4 SCREWS = 3624 # = 5798.4 # TOTAL CAPACITY Cdi 1 Ctn 1 MAXIMUM ALLOWABLE LOADS VERTICAL: 828.0 # ACTUAL LOADING: VERTICAL: 569.0 # EMC2 JOB: GOLD SHEET NO: 27 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: DECK FLOOR JOISTS TO LEDGER / GIRDER FASTENERS: FACE MOUNT HANGER LUS210 SIMPSON STRONG TIE HANGER H2.5A HURRICANE SIMPSON STRONG TIE VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 480.0 # DOWNWARD: 1145.0 # ACTUAL LOADING: UPLIFT: 141.8 DOWNWARD: 433.3 EMC2 JOB: GOLD SHEET NO: 28 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11/2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: BOTTOM PLATE TO DECK FASTENERS: 1 0.375 " X 4.500 " LAG BOLTS WITH 1-1/4" WASHER AT 16" O.C. MAX. VALUES OBTAINED FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Wood Adiustment Factors: Cd 1.6 ALLOWABLE SHEAR CONNECTION Cd 1.15 PARALLEL: 190 #/SCREW * 1 SCREWS = 190 # = 304.0 # TOTAL CAPACITY Cm 1 PERPENDICULAR: 120 #/SCREW * 1 SCREWS = 120 # = 192.0 # TOTAL CAPACITY Ct 1 Cg 1 Cgeo 1 ALLOWABLE WITHDRAWL (TENSION) Ceg 1 235 #/IN/SCREW * 3 IN EMBEDMENT * 1 SCREWS = 705 # = 1128.0 # TOTAL CAPACITY Cdi 1 Ctn 1 MAXIMUM ALLOWABLE LOADS UPLIFT 1128.0 # SHEAR: 192.0 # ACTUAL LOADING: UPLIFT 89.8 # SHEAR: 67.3 # EMC2 JOB: GOLD SHEET NO: 29 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11 /2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: STUD TO BOTTOM PLATE FASTENERS: 3 0.192 " X 3.000 " NAILS VALUES OBTAINED FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Wood Ad'ustment Factors: Cd 1.6 ALLOWABLE SHEAR CONNECTION Cd 1.15 102 #/SCREW' 3 SCREWS = 306 # = 406.4 # TOTAL CAPACITY Cm 1 Ct 1 Cg 1 Cgeo 1 ALLOWABLE WITHDRAWL (TENSION) Ceg 1 25 #/IN/SCREW * 2 IN EMBEDMENT' 3 SCREWS = 112.5 # = 120.6 # TOTAL CAPACITY Cdi 1 WITHDRAWAL Ctn 0.67 LATERAL Ctn 0.83 MAXIMUM ALLOWABLE LOADS UPLIFT 120.6 # SHEAR: 406.4 # ACTUAL LOADING: UPLIFT 89.8 # SHEAR: 67.3 # EMC2 JOB: GOLD SHEET NO: 30 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: SHEARWALL HOLD DOWN (1 ) MSTA36 SIMPSON STRONG TIE STRAP (1) HDU4 SIMPSON STRONG TIE HOLDDOWN 1640 # (WOOD MUST BE DOUGLAS FIR OR SOUTHERN PINE) 4565 # (WITH 3" MIN. BUILTUP WOOD POSTS) (1) 5/8" X 10" LAG BOLT* 3712.8 # (1) PB66 SIMPSON POST BASE 3160 # *10" BOLT TO HAVE A MIN. EMBEDMENT OF 6-1/2" INTO GIRDER VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 1640.0 # ACTUAL LOADING: UPLIFT: 843.3 # WORST CASE EMC2 JOB: GOLD SHEET NO: 31 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: SUPPORT TO HEADER / WALL (2) H2.5A HURRICANE SIMPSON STRONG TIES VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 960.0 # VERTICAL: N/A # ACTUAL LOADING: UPLIFT: 691.2 # VERTICAL: N/A # EMC2 JOB: GOLD SHEET NO: 32 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: RAFTER TO HEADER / WALL (1) H2.5A HURRICANE SIMPSON STRONG TIES VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 480.0 # VERTICAL: N/A # ACTUAL LOADING: UPLIFT: 212.7 # VERTICAL: N/A # EMC2 JOB: GOLD SHEET NO: 33 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: SUPPORT BEAM TO SUPPORT BEAM HU48 HANGER FOR FRONT MEMBER HU410 HANGER FOR REAR MEMBER VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 1135.0 # VERTICAL: 2085.0 # ACTUAL LOADING: UPLIFT: 337.4 # VERTICAL: 783.8 EMC2 JOB: GOLD SHEET NO: 34 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: RIDGE BEAM TO POST LCE4 VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 1905.0 # SHEAR: 1425.0 # ACTUAL LOADING: UPLIFT: 494.9 SHEAR: 138.9 # EMC2 JOB: GOLD SHEET NO: 35 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11/2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: ALUMINUM L-CLIP TO WOOD POST MODE I Z=D*ts*Fes/4/K 510.5 MODE III Z=k*D*ts*Fem/2.8/(2+Re)/K 220.1 parallel 158 perpendicular MODE IV Z= D*D/3/K*(SQRT(1.75*Fem * Fyb/3/(1 +Re))) 256.1 parallel 181.1 perpendicular WHERE: k = -1 + (SQRT((2 * (1 + Re)/Re) + (Fyb * (2 + Re) * D * D / 2 / Fem / ts / ts))) 4.532 parallel 5.282 perpendicular Re = Fer 0.143 parallel 0.108 perpendicular K = 1 + ( 1 parallel 1.25 perpendicular Angle 0 parallel 90 perpendicular Fem = 4816 parallel Fem = 3647 perpendicular G = 0.43 Wood Specific Gravity Used D = 0.242 INPUT SCREW DIAMETER 6005-T5 ALUMINUM PLATE = 38000 ts = 0.25 INPUT ALUMINUM PLATE THICKNESS 6063-T6 ALUMINUM PLATE = 30000 Fes = 33750 INPUTS 6063-T5 ALUMINUM PLATE = 22500 Fyb = 70000 INPUTS 1/4" DIAMETER AND SMALLER = 70000 5/16" DIAMETER = 60000 220 # Parallel/Screw 3/8" DIAMTER AND LARGER = 45000 158 # Perpendicular/Screw EMC2 JOB: GOLD SHEET NO: 36 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11 /2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: ALUMINUM L-CUP TO POST FASTENERS: 6 0.242 " X 1.500 " WOOD SCREWS (2 CLIPS PER CONNECTION, 2 SCREWS PER CLIP) Equation Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 Pns = 2(D1)(T1)(Ftui)/n T1: Thickness of Piece 1 (in): .25 _( .242 )( .25 )( 22 )2/2.34 = 1137.6 # Fastener Type: WOOD SCREWS Pas = Ns * Pnsmin Thread Type: SPACED THREADS =( 6 )( 1137.6 )= 6825.6 # Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .48 ALLOWABLE CONNECTION TENSION D1: Nominal Diameter of Fastener (in): 0.242 Pnov =(D2-D1)(T1)(Fn,t)(C)/ns L: Length of Fasteners (in): 1.500 =( .48 - 0.242 )( .25 )( 22 )( 1 )/3 = 436.3 # Ns: Number of Screws: 6 = Ns * Pnmin Embedment Length: 1.00 =( 6 )( 436.3 ) = 2618.0 # Aluminum Alloy Structural Values MAXIMUM ALLOWABLE SHEAR IN SCREW Ft t: Ultimate Tension of Piece 1 (ksi): 22 P = Fv * A = 0.17 * 120000 * 3.14 * DA2/4 Ftyt: Yield Tension of Piece 1 (ksi): 16 = 938.3 P� = Ns * P Wood Adjustment Factors: _( 6 )( 938 ) = 5630 # Cd 1.6 Cm 1 Ct 1 ALLOWABLE CONNECTION BEARING Cg 1 PARALLEL: 220/SCREW* 6 SCREWS = 2112.0 # Cgeo 1 PERPENDIC.: 158/SCREW *6 SCREWS = 1516.8 # Ceg 1 Cdi 1 TAKEN FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Ctn 1 ALLOWABLE WITHDRAWL 127#/in * 6 SCREWS * 1.00 " EMBEDMENT = 1219.2 # MAXIMUM ALLOWABLE LOADS ACTUAL LOADS SHEAR: 1516.8 # SHEAR: 138.9 # UPLIFT: 1516.8 # UPLIFT: 494.9 # SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to (AA) ADM2000 AND NDS 200! EMC2 JOB: GOLD SHEET NO: 37 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11/2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: ALUMINUM L-CLIP TO BEAM MODE I Z=D*ts*Fes/4/K 791 MODE III Z=k*D*ts*Fem/2.8/(2+Re)/K 391.9 parallel 256.3 perpendicular MODE IV Z = D*D / 3 / K *(SQRT(1.75 * Fem * Fyb / 3 / (1 + Re))) 493 parallel 315.5 perpendicular WHERE: k = -1 + (SQRT((2 * (1 + Re)/Re) + (Fyb * (2 + Re) * D *D / 2 / Fem / ts / ts))) 5.208 parallel 6.816 perpendicular Re = Fer 0.143 parallel 0.087 perpendicular K = 1 + ( 1 parallel 1.25 perpendicular Angle 0 parallel 90 perpendicular Fem = 4816 parallel Fem = 2930 perpendicular G = 0.43 Wood Specific Gravity Used D = 0.375 INPUT SCREW DIAMETER 6005-T5 ALUMINUM PLATE = 38000 ts = 0.25 INPUT ALUMINUM PLATE THICKNESS 6063-T6 ALUMINUM PLATE = 30000 Fes = 33750 INPUTS 6063-T5 ALUMINUM PLATE = 22500 Fyb = 45000 INPUTS 1/4" DIAMETER AND SMALLER = 70000 5/16" DIAMETER = 60000 392 # Parallel/Screw 3/8" DIAMTER AND LARGER = 45000 256 # Perpendicular/Screw EMC2 JOB: GOLD SHEET NO: 38 CALCULATED BY: Lawrence Duffy CHECKED BY: OF: 39 DATE: 8/11 /2014 DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: ALUMINUM L-CLIP TO BEAM FASTENERS: 4 0.375 " X 5.000 " WOOD SCREWS (2 CLIPS PER CONNECTION, 2 SCREWS PER CLIP) Equation Inputs: ALLOWABLE CONNECTION BEARING Al: Alloy of Piece 1: 6063-T5 Pns = 2(D1)(T1)(Fti1)/nn T1: Thickness of Piece 1 (in): .25 _( .375 )( .25 )( 22 )2/2.34 = 1762.8 # Fastener Type: WOOD SCREWS Pas = Ns * Pnsmin Thread Type: SPACED THREADS =( 4 )( 1762.8 )= 7051.3 # Crown (C) or Valley (V) Fastening: C D2: Diameter of Head/Washer (in): .72 ALLOWABLE CONNECTION TENSION D1: Nominal Diameter of Fastener (in): 0.375 Pnmi=(D2-DI)(T1)(Ft„1)(C)/ns L: Length of Fasteners (in): 5.000 _( .72 - 0.375 )( .25 )( 22 )( 1 )/3 = 632.5 # Ns: Number of Screws: 4 Pat = Ns * Pnmin Embedment Length: 3.50 =( 4 )( 632.5 ) = 2530.0 # Aluminum Allot/ Structural Values: MAXIMUM ALLOWABLE SHEAR IN SCREW Ft„1: Ultimate Tension of Piece 1 (ksi): 22 P = Fv * A= 0.17 * 120000 * 3.14 * DA2/4 Fty1: Yield Tension of Piece 1 (ksi): 16 = 2253 Pat = Ns * P Wood Adjustment Factors: =( 4 )( 2253 ) = 9012 # Cd 1.6 Cm 1 Ct 1 ALLOWABLE CONNECTION BEARING Cg 1 PARALLEL: 392/SCREW * 4 SCREWS = 2508.8 # Cgeo 1 PERPENDIC.: 256/SCREW *4 SCREWS = 1638.4 # Ceg 1 Cdi 1 TAKEN FROM NDS FOR PROPERTIES OF WOOD WITH G = 0.43 Ctn 1 ALLOWABLE WITHDRAWL 243#/in * 4 SCREWS * 3.50 " EMBEDMENT = 5443.2 # MAXIMUM ALLOWABLE LOADS ACTUAL LOADS SHEAR: 1638.4 # SHEAR: 75.7 # UPLIFT: 2530.0 # UPLIFT: 816.4 # SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to (AA) ADM2000 AND NDS 2005 EMC2 JOB: GOLD SHEET NO: 39 OF: 39 CALCULATED BY: Lawrence Duffy DATE: 8/11/2014 CHECKED BY: DATE: STRUCTURAL DESIGN INC. STAMPED BY: DATE: SKYLIGHT RAFTER TO PLATE L50 SIMPSON STRONG TIE ANGLES PER SIDE VALUES OBTAINED FROM SIMPSON STRONG TIE MAXIMUM ALLOWABLE LOADS UPLIFT: 385.0 # SHEAR: 385.0 # ACTUAL. LOADING: UPLIFT: 147.2 # SHEAR: 56.8 # SIT -a PLANNING APPROVED • No changes can be made. to hese plans without approvalfrom .tDOD the Planning Division Approved By: Date: SEPARATE PERMIT REQUIRED FOR: 0 Mecbanlcal Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2414 City of u iia BUILDING ISION FILE COPY Permit No. ti -V2-i Plan view approval is subject to errors and omissil Approval of construction documents does not autho f the violation of any adopted code or ordinance. Rec of appr®ved Field Copy and conditions is acknowled t By: { Cicpate:li of Tukwila BUILDING DIVISION CITY OF TUKWILA AUG 19 2014 Ktii r LA) V‘r fk- q e tp '1°1 Pig-- 02_1 g PERMIT CENTER INTO EXISTING STRUCNRL+ AT16"O.CMAX. (4)1/2" X 5" MIN. LAG SOUS INTO EXISTING STRUCTURE AT LOCATIONS WHERE ROOM ADDMYON WAILS MEET THE EXISTING HOUSE WALL DOUBLE RIM JOIST TO ATTACH TO LEDGER w177i SIMPSON STRONG TICE FACE MOUNT HANGER WTUI CONCEALED FLANGES TO MATCH JOIST SIZE (HUC210.2 OR EQUIVAi EN1) REPLACE NAILS WI'CII f$8 X 3" WOOD SCREWS FOR POSITIVE CONNECTION. Exlsr►t4 ' 21.X I0" amp aE FAD Mi14. " 1-.F1--A5 1NG E*INP SIAU /O tEZ. DECk..NO'ST" 2X12"LEDGER ITT Au. V11A-LL/ .L.iC_ 7NSI11q SIb1PSON STRONG TIE LUS2I0 FACE MOUNT HANGER PILL ALL HOLES W1TH 10J NAILS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION 2X12"JOISYS AT 16" O.C. MAX. RECEIVED CITY OF TUKWILA SEP 052014 PERMIT CENTER AC1)012,E, — 139 5 5 5(p T{} PL. 5 ute-W11..k1 Wilk 981(06 CORR€CTOW LTR# _..... ....r.,.... DI 4-02'13 GENERAL NOTES A. WOOD: 1. ALL LUMBER ON OR BELOW GRADE, WITHIN 18" OF FINISHED GRADE SHALL, OR DIRECTLY BEARING ON CONCRETE OR MASONRY SHALL BE ACQ PRESSURE TREATED REM FIR #2 GRADE OR EQUIVALENT (G=0.43) 2. AIL LUMBER ABOVE GRADE (NON -DECKING) SHALL BE BEM FIR #2 GRADE OR EQUIVALENT (G=0.43) 3. AIL FRAMING LUMBER SHALL BE HEM FIR #2 GRADE OR EQUIVALENT (G=0.43) 4. WOOD STRUCTURAL PANELS SHALL BE 1/2" MIN. THICKNESS, EXPOSURE 1 STRUCTURAL SHEATHING 5. IN AIL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH PRESSURE TREATED WOOD, PROVIDE DIELECTRIC SEPARATION WARNING: DRILLING, SAWING, SANDING OR MACHINING WOOD PRODUCTS GENERATES WOOD DUST, A SUBSTANCE KNOWN TO CAUSE CANCER. AVOID INHALING WOOD DUST, OR USE A DUST MASK OR OTHER SAFEGUARDS FOR PERSONAL PROTECTION. H. SITE PREPARATION 1. AIL FOUNDATION SYSTEMS MUST BE IN PLACED ON CLEAN, COMPACTED, FILL/SOIL WITH VAPOR BARRIER 2. IF EXISTING FOUNDATION IS TO REMAIN, FOOTING AND SLAB MUST BE VERIFIED AS ADEQUATE PER ENGINEERING DOCUMENTATION L REFERENCE STANDARDS; ASTHE119 ASTM E 1300 ASCE 7 J. DECKING: 1. AIL EXTERIOR DECKING SHALL BE ACQ PRESSURE TREATED HEM FIR #2 GRADE OR EQUIVALENT (G=0.43) 2. AIL INTERIOR DECKING SHALL BE ACQ PRESSURE TREATED HEM FIR #2 GRADE OR EQUIVALENT (G=0.43) 3. FLOOR LOAD: 10 PSF DEAD LOAD, 40 PSF LIVE LOAD 4. DEFLECTION: L/360 5. FLOOR SHEATHING SHALL CONSIST OF A )(INDIUM OF 1 LAYER OF 3/4" CDX EXTERIOR PLYWOOD 6. FASTEN PLYWOOD TO FRAMING WITH 8d GALVANIZED NAILS AT 8" 0.C. ALONG PANEL EDGE AND 12" ON INTERMEDIATE FRAMING 7. SOIL BEARING PRESSURE SHALL BE A MINIMUM OF 1500 PSF B. CONCRETE 1. ALL CONCRETE GRADE BEAMS AND FOOTING SHALL BE 2500 PSI MIN, 12"X11.2" DIMENSIONS 2. ALL CONRETE FILLED SUPPORTED SLABS SHALL BE 2500 PSI MIN., 4" MIN. THICKNESS 3. FIBERMESH (3/4"PER CUBIC YARD MIN.) MEETING APPROPRIATE ACI AND ASTM REQUIREMENTS MAY BE USED IN LIEU OF WELDED WIRE MESH 4. ALL SLABS ON GRADE SHALL BE 4" THICK WITH FIBERMESH ON 6 MIL POLYETHYLENE VAPOR BARRIER 5. AIL REINFORCING SHALL BE GRADE 50 (50 KSI MIN.) DEFORMED BARS, #3 BARS MAY BE GRADE 40 6. AIL OVERPOUR CONRETE FILLED SUPPORTED SLABS SHALL BE 2500 PSI MIN., 2" MIN. THICKNESS 7. SOIL BEARING PRESSURE SHALL BE A MINIMUM OF 1500 PSF 8. AIL CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318. C. GLASS WINDOWS AND DOORS 1. GLASS MUST CONFORM TO ASTM E1300. 2. AIL WINDOWS AND DOORS TO MEET DESIGN LOADING AND ARE TO BE INSTALLED PER MANUFACTURER SPECS. D. SEALANT 1. ALL SEALANT CONFORMS TO TT-S-001543-A. TT-S-002306, AST)( C-920 TYPE S, GRADE NS, CLASS 25. E. GASKETS 1. ALL GASKETS ARE CO -EXTRUDED AND ARE NON -MIGRATORY. F. FASTENERS 1. ALL LAG BOLTS SHALL CONFORM TO STAINLESS STEEL TYPE 300 18-8, WITH STANDARD FLAT WASHER UNLESS MANUFACTURER GALVANIZED BOLTS SPA FOR USE WITH ACQ PRESSURE TREATED WOOD 2. HEX BOLTS HAS BE ASTM A325, PLATED WITH STANDARD FLAT WASHERS AND NUTS 3. AIL CONCRETE SCREWS SHALL BE 1/4" X 2 1/2 MIN., SIMPSON, HILTI, RAWL, TAPCON, REDHEAD, DYNABOLT, OR APPROVED EQUAL 4. AIL METAL TIES AND ASSOCIATED ACCESSORIES SHALL BE HOT DIPPED GALVANIZED 5. ALL LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 8x BOLT DIAMETER INTO STRUCTURAL FRAMING (G=.42 MIN.) 8. LAG BOLTS AND SCREWS INTO WOOD FRAMING SHALL BE PROVIDED WITH PILOT HOLES HAVING A DIAMETER NOT GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. AIL LAG BOLTS AND SCREWS SHAIL BE INSERTED IN PILOT HOLES BY TURNING AND UNDER NO CIRCUMSTANCES BY DRIVING WITH A HAMMER. 7. ALL EXPANSION ANCHORS SHALL BE DESIGNED IN ACCORDANCE WITH THE SPECIFIC MANUFACTURER'S REQUIREMENTS AND ALLOWABLE LOADS AND SHALL ONLY BE APPLIED IN CONDITIONS ACCEPTABLE TO MANUFACTURER 8. AIL FASTENERS CONNECTING ALUMIMUM COMPONENTS OR PRESSURE TREATED LUMBER ARE STAINLESS STEEL TYPE 300 18-8 UNLESS MANUFACTURER GALVANIZED BOLTS SPECIFIES FOR USE WITH ACQ PRESSURE TREATED WOOD, OR OTHERWISE NOTED ON PLANS. 9. ALL FASTENERS SHAL COMPLY WITH AST)( A153 10. ALL CONNECTORS SHALL COMPLY WITH ASTM A853 CLASS G-185 G. BUILDING SPECIFICATIONS 1. SMOKE DETECTORS TO BE INSTALLED PER IRC R313 2. FIRE BLOCKING SHALL BE PROVIDED PER INC SECTION R602.8 3. WATER RESISTANT GYPSUM BOARD TO BE INSTALLED AROUND BATHTUBS AND SHOWERS 4. PROVIDE A MIN. OF 21" WALKING SPACE IN FRONT OF ALL PLUMBING FIXTURES IN BATHROOMS AND 14" X 30" ACCESS PANEL AT TUB CONNECTIONS, WHERE REQUIRED BY LOCAL CODE. AIL SHOWER STAINS SHALL HAVE A MIN. FINISHED AREA OF 1024 SQIN. WITH A MIN. OF 30" IN EACH DIRECTION. 5. BATHROOMS WITH NO WINDOWS SHALL BE VENTED TO THE EXTERIOR OF THE BUILDING. 8. ATTIC SPACES SHALL BE VENTILATED WITH RIDGE AND SOFFIT VENTS PER MIN. CLASS U.O.N. 7. ROOFING MATERIAL SHALL BE A MIN. OF CLASS C 8. AIL FLASHING SHALL BE CORROSION -RESISTANT. 9. INSULATION REQUIREMENTS PER CHAPTER 11,ENERGY EFFICIENCY, 2003 IRC OR REQUIREMENTS OF OF THE IECC FOR RESIDENTIAL BUILDINGS. COMPLIANCE METHOD WILL BE BY TOTAL ENVELOPE PERFORMANCE AS SPECIFIED IN SECTION 502.2.2 OF THE IECC. R-VALUES SHOWN ARE MIN. AND MAY BE INCREASED PER ENERGY CALCULATION REQUIREMENTS (BY OTHERS) 10. CEILING INSULATION R-VALUE: 30 MIN. EXTERIOR WAIL INSULATION R-VALUE 21 MIN. DESIGN LOADS THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012, AND ASCE 7-10 1. DEAD LOAD (FLAT ROOF): 10 PSF 1. DEAD LOAD (SKYLIGHT ROOF): 7 PSF 1. BASIC WIND SPEED: 115 MPH 2. IMPORTANCE FACTOR 1.0 3. WIND EXPOSURE CATEGORY: C 4. VELOCITY PRESSURE EXPOSURE COEFFICIENT: 0.89 5. INTERNAL PRESSURE COEFFICIENT: +/-0.18 ENCLOSED DESIGN (WORST CASE) 8. GUST EFFECT FACTOR 0.85 7. TOPOGRAPHICAL FACTOR 1.0 7. DIRECTIONALITY FACTOR: 0.85 8. DESIGN WIND PRESSURE: WALL 22.20 PSF ROOF: 24.40 PSF 1. GROUND SNOW LOAD: 25 PSF MIN. 2. EXPOSURE FACTOR 1.0 3. THERMAL FACTOR: 1.1 (HEATED) 4. IMPORTANCE FACTOR 1.0 5. SLOPE FACTOR 1.0 6. STANDARD REDUCTION: 0.7 7. DESIGN ROOF LOAD: 19.25 PSF MIN. 8. DRIFT ALLOWANCE: 5.75 PSF (20 PSF TRIANGULAR LOAD OVER 4'-6" PROJECTION) 9. TOTAL LOAD ON ROOF: 25 PSF 1. SEISMIC RESPONSE SPECTRAL ACCELERATION, S1 = 0.553g; Se=1.478g 2. SEISMIC IMPORTANCE FACTOR 1.0 3. SITE CLASS: D 4. DESIGN SPECTRAL ACCELERATION PARAMETERS, SDS = 0.988, SDI = 0.553 5. SEISMIC DESIGN CATEGORY: D 8. LATERAL RESISTING SYSTEM: BEARING WAIL, LIGHT FRAME WITH SHEAR PANELS 7. RESPONSE MODIFICATION COEFFICIENT, R = 6.5 8. SYSTEM OVERSTRENGTH FACTOR = 2.5 9. SEISMIC RESPONSE COEFFICIENT, Cs = 0.4335 K ABBREVIATIONS THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED TO REPRESENT ALL THOSE USED ON THESE DRAWINGS, BUT TO SUPPLEMENT THE MIRE COMMON ABBREVIATIONS USED: 1. TYP. - TYPICAL 2. SIM. - SDELIAR 3. UON - UNLESS OTHERWISE NOTED 4. CONT. - CONTINUOUS 5. V.LF. - VERIFY IN FIELD NEW ROOM ADDITION WITH SKYLIGHT REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION L RESPONSIBILITY 1. ALL SITE WORK SHALL BE PERFORMED BY A LTSCENSED CONTRACTOR IN ACCORDANCE WITH APPLICABLE BUILDING CODES, LOCAL ORDINANCES, ETC. 2. CONTRACTOR SHALL VERIFY AIL DIMENSIONS AND DETARS, NOTIFYING ENGINEER OF ANY DISCREPANCIES BETWEEN DRAWINGS, FABRICATED ITEMS, OR ACTUAL FIELD CONDITIONS 3. AIL DETAILS ON THESE DRAWINGS ARE ENGINEERED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR 4. ANY DETAILS NOT SHOWN ARE TO BE ENGINEERED IN ACCORDANCE WITH STANDARD ENGINEERING PRACTICES 5. THESE PLANS ARE SUBJECT TO MODIFICATIONS AS NECESSARY TO MEET CODE REQUIREMENTS OR TO FACILITATE MECHANICAL/PLUMBING INSTALLATIONS OR TO INCORPORATE DESIGN IMPROVEMENTS. 8. ALL TEMPORARY WALL. BRACING AND SAFETY RAIL DETAILS, AND SAFETY PROCEDURES, ALONG WITH ALL SCAFFOLDING AND TEMPORARY STRUCTURES TO BE DESIGNED AND ENGINEERED BY OTHERS. 7. ALL ELECTRICAL AND PLUMBING PLANS ARE SCHEMATIC ONLY AND NOT INTENDED AS ENGINEERED DRAWINGS. THESE PLANS REPRESENT THE DESIGN INTENT FOR ITEM LOCATIONS. ADDITIONAL INFORMATION, IF REQUIRED, SHALL BE PROVIDED BY A LICENSED ELECTRICAL AND/OR PLUMBING SUBCONTRACTOR OR ENGINEER. 8. ALL MECHANICAL HVAC EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURE'S INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE LRC. THESE PLANS DO NOT INCLUDE THE DESIGN INTENT FOR ANY HVAC LOCATIONS. ADDITIONAL INFORMATION SHALL BE PROVIDED BY A LICENSED MECHANICAL SUBCONTRACTOR OR ENGINEER. 9. THESE PLANS PERTAIN TO THE STRUCTURAL ELEMENTS OF THE PROJECT ONLY. ALL ASPECTS SHOWN 1ITEDN THESE PLANS ARE INCLUDED PER THE CONTRACTOR'S REQUEST AND DO NOT REPRESENT THAT THEY WHERE DESIGNED OR REVIEWED EMC2 STRCUTURAL DESIGN INC. OR THE ENGINEER OF RECORD. THE CONTRACTOR LS TO TAKE FULL RESPONSIBILITY OF THESE ASPECTS AND MUST ENSURE THAT THEY MEET ALL APPLICABLE LOCAL AND NATIONAL CODES AND ORDINANCES. These plans arc the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC:2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans arc nor for nsc as "Generic" or "Master" Plans. RECEIVED CITY OF TUKWILA AUG 19 2014 PERMIT CENTER fLHfl1' 2 X 12" LEDGER (2) 2 X 12" RIM JOIST (TYP.) EXISTING HOUSE AND OPENINGS TO REMAIN UNCHANGED 2 X 12" LEDGER EXISTING BEDROOM 15' EXISTING 4040 WINDOW EXLSTING 3068 DOOR 15' EXISTING FAMILY ROOM EXISTING 8050 WINDOW 10' 2 X 12" JOIST AT 16" O.C. 2B 24" PLYWOOD WII'H R-30 INSULATION e 3o R,vF cy'1 H 15' (2) 2 X 12" RIM JOIST (TYP.) 28" 24" 0 2X12" JOIST AT16"O.C. e 18" DECK BOARD 1'-2 3/4" 4 X 12" GIRDER SIM. 6' 3 1/4" 24" CONCRETE FOOTING (2500 PSI) SEE DETAIL 1-'./2B FOR MORE INFORMATION THE NUMBER NEXT TO EACH FOOTING IS THE MINIMUM REQUIRED FOOTING SIZE } 1' 2 3/4" ® SCALE: 1/4"=1' 20' 9'-7 1/16" ALL CONDITIONS/DIMENSIONS TO BE VERIFIED IN THE FIELD DECK TO BE BUILT APPROX. 36" FROM GRADE 6X12"— GIRDER 4 X 12" GIRDER ---1'-O 1/2" 7'-3 1/4" 9' 7 13/16" 6e419 ' )2X12" 18" 20' DECK/FOUNDATION PLAN (TYP.) 2X 12" JOIST AT16"O.C. 9' 8 1/4" 18" N PROPD AT 3 S HL2tiLSt ENGLNEER• l 2 NMAINERN, 'REEN 217.652.6i737 PA 19355 E REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION SS1 r RECEIVED CITY OF TUKWILA AUG 1 9 2014 PERMIT CENTER Df rIoN FOR' SIDENCE GJ "SS. 53955 56 0,98168 ADDl Too cl JG1+l 1L" . 08 08"14 SCALE: SEE PAGE: 2 OF 7 These plans arc thc property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in parr, without thc written permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans arc nor for use as "Generic" or "Master" Plans. (2) 1/2" X 5" LAG BOLTS INTO EXISTING STRUCTURE AT 16" O.0 MAX. (4) 1/2" X 5" MIN. LAG BOLTS INTO EXISTING STRUCTURE AT LOCATIONS WHERE ROOM ADDITION WALLS MEET THE EXISTING HOUSE WALL DOUBLE RIM JOIST TO ATTACH TO T FDGER WITH SIMPSON STRONG TIE FACE MOUNT HANGER WITH CONCEAr:VD FLANGES TO MATCH JOIST SIZE (HUC210-2 OR EQUIVALENT) REPLACE NATI S WITH #8 X 3" WOOD SCREWS FOR POSITIVE CONNECTION. 6 X 6" WOOD POST (NOTCH TO ACCOMIDATE GIRDER) D EXISTING (2) 2 X 10" BANDBOARD MIN. 2 X 12" LEDGER 2X12"JOISTS AT 16" O.C. MAX. nttattt ,ttttt tr t ■ tttttt tttttat,tttt _ 1 l SIMPSON STRONG TIE LUS210 FACE. MOUNT HANGER FILL ALL HOLES WrrH 10d NAILS JOIST TO LEDGER NOT TO SCALF. GIRDER TO POST 4 X 12" GIRDER (3) 1/2" X 6" THRU-BOLT AT EACH POST 2B NOT '1'O.) SCALE (1) SLMPSON STRONG TIE H2.5A HURRICANE TIES AT EACH JOIST TO EACH GIRDER COMPACTED PILL./ VIRGIN SOIL JOIST TO GIRDER NOT TO SCALE 6 X 6" POST ‚9- POST TO FOOTING NOT TO SCALE 2X10 JOISTS AT 16" O.C. MAX. 2)t. BLOCKING MUST BE PROVIDED BETWEEN JOISTS WHERE THE SUNROOM FRONT WALL LOCATION MEET THE DECKING FOR A PROPER CONNECTION AREA. (3) 12d X 3" NAILS PER EACH SIDE OF BLOC:KING (TOE NAIL 1 SIDE) (1" SPACING MIN. NOT TO INTERFERE.) 2X BANDBOARD ATTACH TO EACH JOIST \\Tfli (3) 12d X 6" NAILS (1" SPACING MIN. NOT TO INTERFERE) 6 X 12" GIRDER OR 4 X 12" GIRDER PER PLAN Aiss 6 X 6" WOOD POST REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila SIMPSON' CDING DIVISION TIE PB66 P(.)ST B-..-"rS i FINISHED GRADE 2500 PSI MIN. CONCRETE FOOTING (SEE LAYOUT ON PAGE 2A FOR FOOTING SIZES) ese plans arc the property of EM(:2 Srructural Design, Inc. Any use or reproduction of these plans, in whole or in parr, without the written permission from EAIC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans arc nor for nse as "Generic" or "Master" Plans. GIRDER TO POST NOT TO SCALE 6 X 12" GIRDER PC66 SIMPSON STRONG TIE POST CAP OR EQUIVALENT RECEIVED CITY OF TUKWILA AUG 19 2014 PERMIT CENTER J 1 EXISTING HOUSE AND OPENINGS TO REMAIN UNCHANGED SCALE: 1/4" = 1' EXISTING BEDROOM EXISTING r040 EXISTING 3 D JR SLM. EXISTING FAMILY ROOM D 5 EXISTING 8050 WINDOW NON-STRLCTIIRAL CATHE.DRAI. BUILDUP TO DIVERT WATER TO SIDES (1/2 ON 12 PITCH MIN.) A D ---� - -;-46 5 B 6 N --........ r--a e--1 SEYI.IGIIT WITH (4) 27-1/2" AND (4) 36-3/4" BAYS BAYS / 41111 2X12" RAFTER AT 24" O.C. TAPERED 2X12' RAFTER AT 24" O.C. II M TORCH DOWN ROOF EVEN WITH EXISTING ROOF LINE (1/4" ON 12 PITCH MIN.) TAPER RAFTERS 1 /2" CDX PLYWOOD ATTACHED WITH 8d X. 2-1 /2" NAILS AT 6" O.C. ALONG ALL SEEM EDGES AND AT 12" O.C. ALONG ALL SEALED EDGES ALL CONDITIONS/DIMENSIONS TO BE VERIFIED IN THE FIELD ALL GLAZING TO BE TEMPERED 15' ALL BEAM SIZES SHOWN ARE MINIMUM VALUES; LARGER BEAMS MAY BE USED IN ALL CASES IF DESIRED BY THE CONTRACTOR 4"X10"REAR SUPPORT BEAM 4" X 6" SKYLIGHT RAFTERS (4) 2" X 12" RIDGE BEAM 4" X 8" FRONT SUPPORT BEAM LARGER SUPPORT BEAMS MAY BE USED TO INCORPORATE A TALLER CURB 6' X 12" SKKYLIGHT SUPPORT BEAM TO BE TAPERED 1 /4 ON 12 MAX. PLAN VIEW These plans are the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without otiginat engineer, signature. Plans are not for use as "Genetic" or "Master" Plans. — REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION . RECEIVED CITY OF TUKWILA AUG 19 2014 PERMIT CENTER ALL GLAZING TO BE TEMPERED OPENINGS TO BE CONSTRUCTED PER DETAILS A/4 AND E/6 EXISTING HOUSE 11' OD ALL CONDITIONS/DIMENSIONS TO BE VERIFIED IN THE FIELD SCALE: 1/4"=1' SHEAR W' .. II II u u u u SrAR W ALL 6" X 8" WOOD HEADER TYP. NEW 9._O„ wIN.Dow B (60" TALL) B 4 4 OPENINGS PER DETAIL E/6 15' FRONT ELEVATION e EXISTING HOUSE These plans ate the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the wtitten permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans ate not for use as "Generic" or "Master" Plans. REVIE► VED FOR CODE COMPLIANCE APPROVED SEP 12 2014 BUILDING Tukwila DIVISION RECEIVED CITY OF TUKWILA AUG 19 2014 ALL CONDITIONS/DIMENSIONS TO BE VERIFIED IN THE FIELD SCALE: 1/4" = 1' OPENINGS TO BE CONSTRUCTED PER DETAILS A/4 AND E/6 ALL GLAZING TO BE TEMPERED 00 Sim. vie u 11 11 11 1 NEW 6'-0" WINDOW (60" TALL) OPENINGS PER DETAIL E/6 EXISTING HOUSE RIGHT GABLE ELEVATION These plans are the property of RMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans are not for use as "Generic" or "Master" Plans. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION RECEIVOI CITY OF TUKWILA A AUG 19 2914 PERMIT CENTER R-21 INSULATION EXTERIOR 3/8" STRUCTURAL I GRADE SHEATHING TO BE ATTACHED WITH 8d X 2-1/2" NAILS AT 6" O.C. SIDING EXTERIOR TO MATCH EXISTING ALL WOOD FRAMING WITHIN SHEAR WALLS MUST BE DOUGLAS FIR OR SOUTHERN YELLOW PINE SIMPSON HDU4 HOLDDOWN (10) 1 /4" X 2-1 /2" SDS SCRRWS INTO POST (1) 5/8" X 10" LAG BOLT ALL WOOD FRAMING WITIIIN SHEAR. WALLS MUST BE DOUGLAS FIR OR SOUTHERN YELLOW PINE NEW SHEAR WALL 4 X 6 POST (1-3) HOLDDOWN TYP. 4NOT TO SCALE (2) 10d X 3" NAILS AT 9" O.C. 2X BLOCKING TO BE PLACED BETWEEN STUDS AT ALL SHEATHING JOINTS STANDARD 2X6 STUDS AT 16" O.C. MAX. TYPICAL FASTENERS: (3) 10d X 3" AT EACH STUD TO TOP PLATES AND BOTTOM PLATE MULTIPI.F STUDS WILL EACH NEED TO BE NAILED TO BOTTOM PLATE I.E. DOUBLE STUD NEEDS (6) NAILS (1) 3/8 X 4-1 /2" LAG SCREW WITH 1-1 /4" WASHER EVERY 16" INTO JOIST/BLOCKING FLOORING DETAILS SEE PAGE 2A FRAME WALL CO 3/8" STRUCTURAL I GRADE SI IEATIIING SHEATHING TO BE ATTACHED WITH 8d X 2-1/2" NAILS AT6"O.C. MSTA30 STRAP FROM SI TEAR WALL POST PAST JOIST ONTO DECK POST (WHERE NO DECK POST, WRAP AROUND GIRDER AND ADD ANOTHER STRAP FROM GIRDER TO POST AT TIIE CLOSEST POST) EXISTING FRAME WALL REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION (1) 3/8 X 5" LAG SCREWS AT 16" O.C. VERTICALLY MAX. COUNTERSINK ENOUGH TO HIDE THE HEAD OF THE BOLT (IF DESIRED) 2 X 6" WOOD STUD 04 C STUD TO EXISTING WALL NTS These plans are the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans are not for use as "Generic" or "Master" Plans. . RECEIVED CITY OF TUKWILA AUG 1 9 2014 PERMIT CENTER ZEYsloN L Afk <. t)4tAN ENQINECR: Rt 217 6S 6 ) PA.193cREEN55 E, NOTE: THE REAR SUPPORT BEAM WILL BE TALLER THAN THE MAIN SUPPORT BEAM BY 1/2" 6" X 12" SKYLIGHT SUPPORT BEAM TO BE TAPERED 1/4 ON 12 MAX. 4" X 12" REAR SUPPORT BEAM OR 4" X 10" FRONT SUPPORT BEAM 0 0 HU48 SIMPSON FACE MOUNT HANGER FOR FRONT SUPPORT MEMBER HU410 SIMPSON FACE MOUNT HANGER FOR REAR SUPPORT MEMBER FILL ALL HOLES WITH 16d X 3" NAILS (A) SUPPORT TO SUPPORT 5 NOT TO SCALE 5 SCALE NEW FRAME WALL SEE DETAILS ON PAGE 4 FOR MORE INFORMATION 6" X 12" SK"YLIGHT SUPPORT BEAM TO BE TAPERED 1/4 ON 12 MAX. (2) SIMPSOM. STRONG TIE H2.5A HURRICANE STRAPS ON EACH SIDE OF SUPPORT FILL ALL HOLES WITH 8d X 3" NAILS SUPPORT TO WALL NOT TO SCALE EXISTING FRAME STUDS @ 16" O.C. (2 X 4" MIN.) (VIF) 6" X 12" LVL SKYLIGHT SUPPORT BEAM TO BE TAPERED 1 /4 ON 12 MAX. 2 X 4" LATERAL SUPPORT BRACING NAILED TO EXISTING STUDS AND NEW SUPPORT STUDS WITH (3) 12d X 3-1 /4" NAILS AT EACFI SIDE 2 X 4" SUPPORT STUDS WITH BLOCKING UNDER RIDGE BEAM ATTACH RIDGE BEAM TO STUDS WITH (3) 1 /2" THRU-BOLTS NAIL TO EXISTING DOUBLE BAND BOARD WITH (3) 12d X 3-1/4" NAILS AT EACI-I STUD AND BLOCKING AND H6 STRAP ON EACH SIDE TO EXISTING BOTTOM PLATE AND BANDBOARD NAIL STUDS AND BLOCKING TOG 12d X 3-1/4" NAILS AT 9" O.C. VERT STAGGERED FLOOR BAND BO RIDGE CONNECTION AND WALL MODIFICATION 5 / NOT TO SCALE R-38 INSULATION NEW FRAME WALL SEE DETAILS ON PAGE 4 FOR MORE INFORMATION 2X12" ROOF RAFTER AT 24" O.C. MAX. TO BE T 1/4ON 12MAX. SIMPSOM STRONG TIE H2.5A HURRICANE STRAP ON EACH RAFTER FILL ALL HOLES WITH 8d X 3" INTO HEADER 8d X 1-1/2" INTO RAFTER C53.} RAFTER TO HEADER NOT TO SCALE These plans are the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC2 Structural Design, Inc. is forbidden. Plans not valid without original engineer signature. Plans are not for use as "Generic" or "Master" Plans. CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 19 2014 PERMIT CENTER APERED iy PRo • 305 CNA2M.AN INF..ER. j e—_> 21jIV `7;10iNG G524737 19355 NE l LCE4 SIMPSON STRONG TIE POST CAP (14 - 16d X. 3-1/2" NAILS TO BEAM AND 10 - 16d X 3-1/2" NAILS TO POST) 4"X6i" POST (3\sRIDGE TO POST NOT ro F SCAT 6 X 12SUPPORT BEAM TO BE TAPERED 1 /4 ON 12 \LkX. 4X6"RAFTER FLASH AS REQUIRED IN FIELD LARGER SUPPORT BEAMS MAY BE USED TO TNCORPORATE A TALLER CURB 4" X 12" REAR SUPPORT BEAM OR 4" X 10" FRONT SUPPORT BEAM (4)2X12" RIDGE BEAM NOTCH AS NEEDED AT ENDS FOR PROPER FIT OF POST CAP ATTACH EACH 2X WITH (3) 12d X 3" NAILS AT 16" O.C. WALL HEADERS TO BE INSTALLED WITH SAME LCE4 CAP SIZES PER PLAN ON PAGE 3 (2) 3/g" X 3-1/2" LAG BOLTS EACH CLIP (4 TOTAL) TO LVL SUPPORT BEAM 0 WOOD POST CONNECTION TO SUPPORT BEAM NOT TO SCAT.F. SIMPSON L-ANGLE L30 ON EACI I SIDE OF RAI--1'1.R i1TTACII WITH (2) 10d X 1-1/2" NAILS INTO RAFTER AND (2) 10d X 3" NAILS PLATE AND SUPPORT BEAM RAV-I'ER TO SUPPORT BEAM IS (3) #14X 1-1/2" WOOD SCREWS EACH CLIP (6 TOTAL) 4 X 6" WOOD POST 1/4" ALUMINUM is CLIP (2 TOTAL) AT INNER 2 X 6" KING STUD ATTACH TO HEADER WITH (3) 16d X 3" NAILS NEW HEADER 6X8" EACH STUD NAILED TOGETHER WITH 16d X 3 NAILS AT 16" O.C. STAGGERED NOTCH 4 X 6" RAFTER AS SHOWN AND ATTACH TO CENTER BEAM WITH (1) 12d X 4" TOE NAIL AND (2) 10d X 3" NAILS INTO "WEB" STAGGERED (4)2X12" RIDGE BEAM NOTCHED AS SITOWN 1(7 ,,,,. :.,___,,,,..,.. _ U NEW 9'-0" MAX. OPENING FOR DOORS OR WINDOWS II HEADER DETAIL FLASI I AS REQUIRED IN FIELD ATTACII EACII2X WITH. (3) 12d X 3" NAILS AT 16" O.C. These plans arc the property of EMC2 Structural Design, Inc. Any use or reproduction of these plans, in whole or in part, without the written permission from EMC2 Structural Desi,cm, Inc. is forbidden. Plans not valid • h 1 1 /2" RAI.-I'ER TO RIDGE BEAM thout original engineer signature. Plans arc not for use as "Generic" or "Master" Plans. 2 X 6 TOP PLATE (SEE DETAIL A/4 FOR WALL INFORMATION) DOUBLE KING AND SINGLE JACK STUDS ON EACH SIDE OF OPENING SIMPSON L50 ANGLES ON EACH CORNER FROM SILL TO STUDS (FIT T ALL HOLES win! 10d NAILS) REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION C CITYREOFTUK'WEIVEDILA AUG 19 2014 PERMIT CENTER 2X 12" LEDGER (2)2 X 12" RIM JOIST Cam.) O CONCRETE FOOTING (7500 PSI) SEE DETAIL E/2B FOR MORE INFORMATION THE NUMBER NEXT TO EACH FOOTING IS THE MINIMUM REQUIRED FOOTING SIZE EXISTING HOUSE AND OPENINGS TO REMAIN UNCHANGED 2 X 12" LEDGER EXISTING BEDROOM 1'23/4" 15' EXISTING 2X 12" JOIST AT 16" O.C. 20' SCALE: 1/4" = 1' ALL CONDITIONS/DIMENSIONS TO BE VERIFIED IN THE FIELD DECK TO BE BUILT APPROX. 36" FROM GRADE 1'-2 3/4" 4X12"— GIRDER 9' 7 1/16" EXISTING 3068 DOOR 2X 12" JOIST AT 16" O.C. 6' 3 1/4" 15' EXISTING 8050 WINDOW 4X12' GIRDER 1'-01/2" EXISTING FAMILY ROOM 3/4" T&G PLYWOOD WITH 12-30INSULATION (2)2 X 12" RIM JOIST (am.) 6X 12" GIRDER 9' 7 13/16" 20' DECK/FOUNDATION PLAN tic-ts-kA 10' (2)2 X 12" RIM JOIST Cam.) 2X12" JOIST AT 16" O.C. These plane are the property of BSMC2 Structural Design, Inc Any use or reproduction of dose plans, in whole or in part, wirhour the vnitten permission from EMG2 Structural Design, Inc. is forbidden. Plans not valid without original engineer manse. Puns as not fix use as "Genetic" or "Master" Plana 30 50 Sr .sDECK T t - to a • • REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2014 City of Tukwila BUILDING DIVISION EVISIQN NO.tL RECEIVED CITY OF TUKWILA SEP 15 2014 PERMIT CENTER N14 0 z:7 3 g'11-ifiziK.A0(TFcSTeiNibeR, fkrri$014\EAT 3- ;;`)(12.st STPTIR sTRIN FOR 51c1 tikui(001A 5-ritcfR vit>T1t BEIVir=a•I Faz g"...Notsr krrke-4414\stiT 131.S 66ifr —rD_r-AILA WA 41 la Ilav REVIEWED FOR ODE COMPLIANCE APPROVED SEP 2 5 2014 City of 'Tukwila UILDING DiVQ REVISION. NO.1_ RECEIVED CITY OF TUKWILA SEP 15 2014 PERMIT CENTER