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Home My WebLink AboutPermit D15-0130 - OSTERLY PARK - UNIT B21 - NEW TOWNHOUSEOSTERLY PARK - UNIT B-21 1440334THLN S #B-21 D15-0130 City of Tukwila • ' ` Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-93SO Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Parcel No: 0040000088 Permit Number: D15-0130 Address: 14403 34TH LN S UnitB-21 Issue Date: 8/19/2015 Permit Expires On: 2/15/2016 Project Name: OSTERLY PARK - UNIT B-21 Owner: Name: OVERBECKJULIA D Address: 4620 S 148TH ST, TUKWILA, WA, 98168 Contact Person: Name: MIKE OVERBECK Phone: (206) 787-0259 Address: 4620 S 148th St, TUKWILA, WA, 98168 Contractor: Name: JMO CONTRACTING LLC Phone: (206) 787-0259 Address: 13975 INTERURBAN AVE, TUKWILA, WA, 98168-4721 License No: JMOCOCL865C4 Expiration Date: Lender: Name: 144TH ST REO PARTNERS LLC Address: 13975 INTERURBAN AVE S, TUKWILA, WA, 98168 DESCRIPTION OF WORK: CONSTRUCTION OF 1548 SF TOWNHOUSE UNIT WITH 360 SF ATTACHED GARAGE. THIS PERMIT APPLICATION INCLUDES MODERATE ON -SITE GRADING FOR BUILDING AND WALKWAYS. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE, WATER SERVICE DOWNSTREAM OF THE WM. PLAT UTILITY INFRASTRUCTURE INSTALLED UNDER PW13-145. Project Valuation: $209,180.11 Fees Collected: $7,287.12 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 50 Fill: 100 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing 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 cc 'ons attached to this permit. Signature: Date: Print Name: Orke 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 3: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 4: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) 5: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 6: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 8: Fire hydrant installation requires a Public Works permit. 9: For all commercial, multi -family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 10: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 11/4" Pentagon open -lift operating not. (City Ordinance #2052) 11: Fire hydrants shall be oriented in the direction of fire apparatus access. 12: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4- foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 13: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 16: 'BUILDING PERMIT CONDITIONS' 17: 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. 18: 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. 19: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 20: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 21: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 22: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 23: All wood to remain in placed concrete shall be treated wood. 24: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 25: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 26: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 27: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 28: 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). 29: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 30: 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. 31: 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. 32: ***MECHANICAL PERMIT CONDITIONS*** 33: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 34: 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. 35: Manufacturers installation instructions shall be available on the job site at the time of inspection. 36: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 37: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 38: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 39: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 40: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 41: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 42: No portion of any plumbing system or gas piping shall be concealed,until inspected and approved. 43: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 44: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 45: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 46: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 47: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 48: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 49: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 50: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 51: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR DESCRIPTIONS PermitTRAK $11,609.33 D15-0129 Address: 1440134th LN S UnitB-20 Apn: 0040000088 $6,022.21 DEVELOPMENT $2,341.39 PERMIT FEE R000.322.100.00.00 0.00 $2,336.89 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00. 00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $745.59 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $435.09 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 TECHNOLOGY FEE $146.23 TECHNOLOGY FEE R000.322.900.04.00 0.00 $146.23 D15-0130 Address: 14403 34TH LN S UnitB-21 Apn: 0040000088 $5,587.12 DEVELOPMENT $2,341.39 PERMIT FEE R000.322.100.00.00 0.00 $2,336.89 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $310.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 Date Paid: Thursday, August 13, 2015 Paid By: MIKE OVERBECK Pay Method: CHECK 0190300516 Printed: Thursday. Aueust 13. 2015 8:32 AM 1 of 2 l°' �f Date Paid: Thursday, August 13, 2015 Paid By: MIKE OVERBECK Pay Method: CHECK 0190300516 Printed: Thursday, August 13, 2015 8:32 AM 2 of 2 DESCRIPTIONS• PermitTRAK QUANTITY PAID $3,400.00 D15-0129 Address: 3421 S 144TH ST Apn: 0040000088 $1,700.00 DEVELOPMENT $1,700.00 PERMIT FEE R000.322.100.00.00 0.00 $109.71 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,590.29 D15-0130 Address: 3421 S 144TH ST Apn: 0040000088 $1,700.00 DEVELOPMENT $1,700.00 PERMIT FEE R000.322.100.00.00 0.00 $109.71 PLAN CHECK FEE TOTAL R000.345.830.00.00 0.00 $1,590.29 411 11 Date Paid: Friday, June 05, 2015 Paid By: WADOT CAPITAL Pay Method: CHECK 10861 Printed: Friday, June 05, 2015 12:23 PM 1 of 1 ( )p"f srsrEMS BULLETIN A2 - TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW ma ad'ust estimated fees PROJECT NAME r'S r�� ., ��Qx pc L PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. I . 2. 3. 3 APPLICATION BASE FEE (S250(lEnter total construction cost for each improvement category: Mobilization C7 :Erosion prevention �-h_ ev Watcr/Sewer/Surface Water , G e G7 .Road/Parking/Access A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+.D) 5. Enter total excavation volume 5 Z--, cubic yards Enter total fill volume / �? c) cubic yards j 7 S� $� 0 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC RATE YARDS Up to 50 CY 51 -To-0 101 - 1,000 1100E - 10,000 i 0,001 - 100,000 PLUS $2 100,001 -- 200,000 PLUS $ I 200,001 or more PLUS $' GRADING Plan Review and Permit Fees $49.25 for I'10,()00, for each additional 10,000 or fraction $269.7) for i' i00,b00, for each additional i0.000 or liacdon $402.7-5 for I.' 2()(),000, for each additions I I n nnn ,,,- r e.-C x �'E (5) TOTAL, PLAN REVIEW AND APPROVAL: F.EF DUE WITH. PF.,RMIT A.PPI.X`A-TiO_,, e, e, (1 +4+5) $R�-- "2 a()<E]t] _> Z/- 44' :.._. 'Fite Plan Review and Approval fees cover TWO reviews: 1) the first review associatc(i with d)c stthrnission of the aprlicationrplan and 2) a fallow -up review associate(I with a conrcrion Icttcr. Each additional review, which is atnibutable to die Applicant's action or inaction shall be charged 25`it, or the 'rotal Plan Review Fee, Approved 09.25,02 Last Revised Jan. 2009 ttULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may ariilict Ac,;..»re,r r .... 6. Permit Issuance/Inspection Fee (B+C+.D) 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of (7) roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. TJsc the following table and Bulletin I B to estimate the pavement Mitigation fee. Approx. Pavement Overlay and Remaining Years Repair Rate 20-1.5 15-10 I 0-7 7.5 ( 5-2 ( 2-I (1.0% U-1 8. GRADING Permit Review Fee (per SF of lane width 100°/a $10.00 75°/n $7.50 50% $5.00 $2.50 $1.00 $0.00 Grading Permit Fees are calculated using the following table. Use the greater of the excavation and .fill volumes from item 5. Approved 09.25.02 2 Last Revised Jan. 2009 RCW 19.27.095: Building permit appl. ion — Consideration — Requirements. Page 1 of 2 I Help I Mobile Inside the Legislature RCWs > Title 19 > Chapter 19.27 > Section 19.27.095 Find Your Legislator * Visiting the Legislature 19.27.090 << 19.27.095 » 19,27.097 * Agendas, Schedules and Calendars RCW 19.27.095 * Bill Information Building permit application -- Consideration * Laws and Agency Rules — * Legislative Committees Requirements. * Legislative Agencies * Legislative Information Center (1) A valid and fully complete building permit application for a structure, that is permitted * E-mail Notifications under the zoning or other land use control ordinances in effect on the date of the * civic Education application shall be considered under the building permit ordinance in effect at the time of History of the State application, and the zoning or other land use control ordinances in effect on the date of Legislature application. Outside the Legislature (2) The requirements for a fully completed application shall be defined by local * Congress - the Other Washington ordinance but for any construction project costing more than five thousand dollars the * TVW application shall include, at a minimum: fk Washington Courts * OFM Fiscal Note Website (a) The legal description, or the tax parcel number assigned pursuant to RCW 84.40.160, and the street address if available, and may include any other identification of itk Access A&Washingtone the construction site by the prime contractor; **k1-1 p4U no..m,s.ntvt.k+ty. (b) The property owner's name, address, and phone number; (c) The prime contractor's business name, address, phone number, current state contractor registration number; and (d) Either: �J J \�4 \aoa (i) The name, address, and phone number of the office of the lender administering the interim construction financing, if any; or (ii) The name and address of the firm that has issued a payment bond, if any, on behalf of the prime contractor fort a protection -of th wner If the bond is for an amount not less than fifty percent of the total amount of the construction project. (3) The information required on the building permit application by subsection (2)(a) through (d) of this section shall be set forth on the building permit document which is issued to the owner, and on the inspection record card which shall be posted at the construction site. (4) The information required by subsection (2) of this section and information supplied by the applicant after the permit is issued under subsection (5) of this section shall be kept on record in the office where building permits are issued and made available to any person on request. If a copy is requested, a reasonable charge may be made. (5) If any of the information required by subsection (2)(d) of this section is not available http://apps.leg.wa.gov/rcw/default.aspx?cite=19.27.095 4/30/2015 RCW 19.27.095: Building permit appl. ion — Consideration — Requirements. Page 2 of 2 at the time the application is submitted, the applicant shall so state and the application shall be processed forthwith and the permit issued as if the information had been supplied, and the lack of the information shall not cause the application to be deemed incomplete for the purposes of vesting under subsection (1) of this section. However, the applicant shall provide the remaining information as soon as the applicant can reasonably obtain such information. (6) The limitations imposed by this section shall not restrict conditions imposed under chapter 43.21 C RCW. [1991 c 281 § 27; 1987 C 104 § 1.] Notes: Liberal construction -- Effective date, application --1991 c 281: See RCW 60.04.900 and 60.04.902. http://apps.leg.wa.gov/rcw/default.aspx?cite=19.27,095 4/30/2015 Ma 2Z INSPECTION RECORD ID(s--of3o Retain a copy with permit INSPECTION 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 ProiQct: �Q� /( TYpe�f�GC Clnjpectio� Address: Date Calle . Special Instructions: I11 Date VWteo: �,JJ ✓ a.m. b P.M. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection (q INSPECTION RECORD _ ` 307 Retain a copy with permit bl ® � NS 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 Projeyt: 10ate Type of I sp ctio r Address: t Llt/a 3 ��e- -'G' Calle Special Instructions: Date Wanted: a.m. IS-- (1b— p.m. Requester: Phone No: Approved per applicable codes. � Corrections required prior to approval. COMMENTS: o Y �a j( e �� o� l 3 3 1 c) � t j f,J Uch r Inspector: Date:/�� r 1, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 INSPECTION RECORD Iffe) Retain a copy with permit Des IN?ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Type "In�specti n: Address:v � �� r. ��'r LEC )O Date Called: Special Instructions: Date Wa ed: G a.m. — p.m. Requester: Phone No: Inspector: Date: EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Y" INSPECTION RECORD��-., Retain a copy with permit IN ON N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Pr ec . (yr smr �QfIr Type f Inspection: r Vi�(b i A(d. r s •o � �� Date Called: Special Instructions: Date me • a.m. -_K rb _p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: lt%i /7 / 1A n n ,� . 1/'r L7 V / GCS' U-) q1 I inspector: Dater REINSPECTI©N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD n 6k� (C(00./Retain a copy with permit Ptr_ 0%3 0 ECT10N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43�1-3670 Permit Inspection Request Line (206) 438-9350 0t7(- Proje t: Q Type of Inspection: r A dress: o�� J� Date Called: SpecialInstructions: �Jr Date Wantgd: a.m. _6 60 p.m. Requester: Phone No: Inspector: 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 � (� 01370 'WSPECTION 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 Pos t: 1 r Type o In�sp cti ny `(c -r4kr(t Add es®� � �,� �� Date Call f Special Instructions: Date �Want, j� a.m. " l P.M. Requester: 1i _©✓ Phone No: 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 ��r 6(3 D INSPECTION 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 Proj ct: Type of II,nsp(ection: �� A dress: Lp� ` O) 1 v !�,p p� I u—f� "��^^ l Date Called: pecia Instructions: 4- Date Wanted: a.m. J--f.. p.m. u Requester: Phone No: 'Inspector: Date, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD ,\fir Rio 3 Retain a copy with permit J� I CTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (7 f_ r—q V Type of Inspection: Q (."t Add� -j .�� " C f� Date Cal d. 0 , Special I structions: Date Wan d: a.m. p.m. Requester: Phone No: -- Approved per applicable codes. Uorrections required prior to approval. (' W f� kLq r 1 r c4 W I— o 1:� 11-0_ U .91 specter: Date: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 5outhcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 613 (.9 INSPECTION 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: Type of Inspection: y lGi�i %1�j t Address: Date Called: .30 -')-p t 1p Special Instructions: Date anted: a.m. S �201 ('0 p.m. Recfuster: 04'Ee �j►� Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 31 nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f INSPECTION RECORD Retain a copy with permit S )1 3;U INSPECTION NO, 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: Type of Inspection: Address: Date Called: s Zf Special Instructions: Date Wanted: a.m. �e p.m. e�glu�e -ter: i►+l V Phone No: ® Approved per applicable codes. tl Corrections required prior to approval. pector: Date: REIRSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. a NO I INSPECTION RECORD: Retain a copy with permit 3.0 INSPECTION NO. PERMIT NO. CITY OF TUKWIL.A BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje Type of Ins tion: 4z� Address: tl �f /h Date Called: SpecialInstructions: Date Wanted: a. Requester: T— Phone No: Fg-Approved per applicable codes. Corrections required prior to approval. 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 INSP-rCnON 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: �V ,/ AC Type of Inspection: Address: f 11-1gr3 � �'t Date Called: Special Instructions: Date Wanted: ar. ).M. Request rr/: v %( "K� Phone No: �&jr ?approved per applicable codes. EI Corrections required prior to approval. COMMENTS: Inspector: Date: ` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD s PINSiPECTION Retain a copy with permit] ��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: j y� Type of Inspections, ' //%,/ % �'6' ell — Address: ate Called: Special Instructions: A� Date Wanted: a.m p.m. Requester: Phone No: Approved per ap6licable codes. Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �J c INSPECTION RECORD Retain a copy with permit INSPECTION 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: 17 Type of ffpection:g ©l! 2 Address: / - �3 ,.0 �- Da e Called: i . Special Instructions: li9i Date Wanted: a:m / % O.M. Requester: Phone No: nApproved per applicable codes. F-1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitID15-01,30] INSPECTION 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- J Type of Inspekyi Address: - ' 1qD .S / ��ll �`G/ 1(iJi D to Called: t7 Special Instructions: /1114im. Date Wanted: Requester: Phone No: EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: W/� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1.00. Call to schedule reinspection. �l INSPECTION RECORD Retain a copy with permit INSFECTION 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 r/ Type of Inspectio%%^^ l 71 *6"V64-6- Ar1k-1 Date Called: Special Instructionsr: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. M ENTS: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD 1�� Retain a copy with permit INSPECTION 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: J4 Type of Insp ;tionrF "I Address: l o Dot ailed: pecial Instructio s: Date Wanted: p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z,!,-( 1 INSPECTION RECORD '�> r5 Retain a copy with permit �fS IV 370 IN7ECTION 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 Pr oj Type of,Jtsg 1 " Addres :63 fk�QJ0� Date Called: Special Instructions: ,�q_ Date Wanted: ! a.m. %Q — 3 6 —(� p.m. Request 4 `p iC Phone No: ffjApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date-�- t El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 12 INSPECTION RECORD Retain a copy with permit '9(5- 01370 I�NS&N. PERMIT N0, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 0 - Typ , of Ins ectin: m-y-a . AddrPeLss: `/,�� 9 0 %t4t L4 �.� 10 Date Called: Special Instructions: AA Date Wanted: a.m. p.m. Requester: Phone No: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION I 0)RECORD Retain a copy with permiPL!V t f 3a IRSWeeTION 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 Proje t: D t� f i K tct' .f Type f Inspectio : �vb Vd t Ad ress: I 0. Date Called: Special Instructions: 4/� Date Wa ted. a.m. p.m. Requester: Phone No: llnspector: r jr--- I a,e-,, , [ fl _ f C, .1 REINSPI=CTION 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 Pfs-a(30 1 O INSPECTION 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 ' Pro a Typ of Inspects n. Address* 1 6 3 f�c Gar, Sa P Date Called: Special Instructions: 1rlt�"i`�( rli"l Date Want a.m. f — p.m. Reque$ter: ©��. Phone No: Z p REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /44/A INSPECTION RECORD (� Retain a copy with permit INSPECTION 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: �fu V Type of Inspection: 40 %) )IC Address: I yLl o lti Date Called: Special Instructions: Date Wanted: a.m. g- 2 0 —/-'5- p.m. Requester: Phone No: ElApproved per applicable codes. a Corrections required prior to approval. COMMENTS: 0/1 © W4 IL la n 33 P;2- fi d leow r i1vtd^ °fit (,n WA t) gSA 0 Inspector: f 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 INSPECTION NUMBER /;--!5-115 +�;- — OZ30 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 1 Type of Inspection: /1 Address:" Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: f dry . f � ' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �Date: /2�j� /�� Hrs.: f d $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD 1 S-- S — 19c Retain a copy with permit D/5 — 0/30 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type o-Inspection: Address: Suite #: Q 3 Contact Person: Special Instructions: Phone No.: - Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4,CW Date: Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsining Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. --- Tukwila, WA 98168 REVIEWED FOR Cell: (206) 571-9794 CO qp APPROVED June 17, 2015 AUG 0 5 2015 City of Tukwila Building Department Attn: Plans Examiner/Building Inspecto FIL" City of Tukwila Subject: Inspection of Building Foundation Soils Building B-20/13- 1 MSION Park, 3400 Block of S. 144th Street, Tukwila, WA Dear Sir: On this date and at the request of Mike Overbeck, owner of the site, the foundation footing soils for the above building were observed. Four excavation areas were available for inspection. Substantial excavations had been made at all four corner areas of the building: The cuts were from 24" to about 30" deep from the more or less finished grade level, enough to place the footings comfortably below necessary 18" frost protection depth. All observed soils were identified as the compacted pit run structural fill imported and placed on the site over the last year. This was observed and verified in all cut locations. The soils as observed in all areas were as required during the fill placement/ compaction and may be rated as properly compacted structural fill. As per the intent of the original fill placement and compaction, the soils at foundation depth are suitable for foundation support. Since the building will have slab on grade first floors, floor portions of the building footprint were left intact. CORRECTION The following may be concluded: LTR , I 1. The base soils are in good condition and will provide good foundation support. An allowable bearing pressure of 2,000 psf is recommended. All loose soils must be scraped clear prior to the footing pour. 2. Foundation and slab supporting excavations for future buildings should be test excavated prior to full foundation excavation and the compacted structural fill found to be consistent and suitably dense. Attached are photographs taken during the site visit. Questions relating.to this matter may be referred directly to this office. S • A4� SincereAs�t�.1•� Bruce MacVeigh, P.E. Civil Engineer 130 RECEIVED CITY OF TUKWILA overbeck16/0819 JUL 2 2 2015 PERMIT CENTER tV 4!Y I � 09/22/2002 15:31 4258217601 CRKA1 PAGE 01 CORRECTION LTR#L4- �J J BAKEER AINd 11 Sits n.e. 11!1tit. kirkln REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2015 City of Tukwila UILDING DIVISION ITECF rs ♦ ao s::403 4 RECEIVED CITY OF TUKWILA JUL 2 2 2015 PERMIT CENTER A* *A4 • 3121 7641' . A-1-4. �A I Q'« _ Unread email - Windowsri Mail — — Xor,.t Nde"s :'I W Ac Juts ,' ]Sfl;g 41rn,2,n .ar .�. `Y° `1,..1 tV' ( ;dish >/OPy .,- Ci1 •.i End9 Nil ll mi lung: O±leh Reply Reply Eonsan "'• %cEl, Unfnd Ho., A � "'A Sign mtuaot cmil d!I fr'tndai r±ad to asEnrnTmo afiod .;w"± .0h: v UmEad cmaillll Uwvdfrcm contacts Unreadfctd, I dn;comrn tgage ii�e) I Inboaiti I Drafts Sint Erns Junt:emeil GElEted$Ems(;;J ibi.huh I dafas D:an i GstErh pad: rtnta� 00boz r htda �, Calendar D Contact's @ f(tds � hla,-groups CORRE TION LTR#--- `Ii k; datE jCan.rreat;rrii• D.., rrabo!rh'tepa - T`rd9t.n crn:, sfafc:c Wholesale Blank.,.:';- Picia.a':r,,;±nv;.i Undfrr iit±, /. Re, app t'aed I.!ar.-s Wabo v,hiie paper 2 - sealing docinienis Todd Eater Tc, l+likE Chetek; M. sabcselae pdper2 =E3kng doca... FILE tt 1 >r Y� l t^ 7� • h 51 B9loif 1213111;161718 ' 1gD'at 123242i i 26 21 2% 2g 3G 31 l:likp, - I Ask if the building official is a member of VASO and also d-rec. him to the WA90wlnle racer-'t atiached, Ask him to tall merrithan6uestlons. s':ab)'.Ntepaper2--aiirzz dor h-,ents Todd aten? t±aton'� ei±reins±rine cam CT ENGINEERING Inc. Structural Engineers 110Xicl:Efson Strtet ' Suite i`f2 . &1we.PVaslun¢ton 9S1G? • phonE:206M.4512tdt 313 • t'ae..1 2?;-0SiS ' F�•,rttmginttan wn !C�day flo iorthf •• 1 i I ll REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2015 City of Tukwila BUILDING DIVISION Dls o130 I ;i t ,. YI Il :+ i V RECEIVED CITY OF TUKWILA JUL 2 2 2015 PERMIT CENTER I % WABO/SEA W Liaison Committee Washington Association of Building Officials & Structural Engineers Association of Washington WHITE PAPER 2 -2006 Title: Wet Sealing and Signing of Structural Submittals Abstract: This white paper is intended to recommend policies for the sealing (stamping) and signing of construction documents by Professional Engineers. The submittal of original "wet - stamped" or "wet -signed" documents to the Building Official is not required nor necessary. Committee Mission Statement: Date: August, 2006 Steering Committee Members: MaryKate Martin Mark D'Amato Jerry Barbera Ade Bright Charlie Grii fes Peter Hart Dave Saunders Jon Siu • Improve communications between the public jurisdictions that administer building codes and the engineering design community that prepares construction documents. • Improve consistency and quality of engineering submittals and project reviews. • Build consensus between the engineering design community and building officials with regard to code interpretation and submittal requirements. I. INTRODUCTION The requirements for the sealing, stamping and "wet -signing" of construction documents vary significantly in the various jurisdictions within Washington. Some jurisdictions even require multiple copies of "wet -signed" drawings. Design teams have a shared interest in maintaining control of the design drawings as well as an interest in efficient transfer and reproduction of the construction documents. This document reviews Washington laws and codes relating to sealing and signing of documents by registered professionals and presents recommendations for policy requirements for the acceptance by the jurisdiction. II. GUIDELINES 1. All submittals to the Building Official, including construction documents and structural calculations, may be reproductions of the original signed and sealed documents. 2. Structural calculations submitted as review aids for permit review should have an initial page that describes the enclosed calculations and a seal (or stamp) of the registered design professional. -1- III. COMMENTARY 1. State law and code require documents prepared by registered professionals to be sealed and signed but nowhere do the state laws or codes require submittals of such original documents or multiple copies of such documents to bear the "wet" signature or "wet -stamp" on such documents to the Building Official. 2. The purpose of having the seal and signature on plans or other documents produced by professionals is to notify other parties reviewing or using those documents that they have been prepared by a registered professional. 3. The requirement for one or multiple sets of "wet -signed" documents does not prevent fraudulent use of the seal or modification of such documents, or provide protection under copyright laws. 4. All pages of the structural construction documents and revisions to those documents should bear the seal and stamp of the responsible professional engineer. IV. RELEVANT STATE LAWS AND CODES 1. RCW 18.43.070 Certificates and Seals. "Plans, specifications, plats and reports prepared by the registrant shall be signed, dated, and stamped with said seal or facsimile thereof." 2. WAC 196-23-020 Seal/Stamp Usage. (1) "Final documents are those documents that are prepared and distributed for filing with public officials, use for construction, final agency approvals or use by clients. Any final document must contain the seal/stamp, license expiration date and signature of the licensee who prepared or directly supervised the work." (2) Preliminary documents are those documents not considered final as defined herein, but are released or distributed by the licensee. Preliminary documents must be clearly identified as "PRELIMINARY" or contain such wording so it may be differentiated from a final document. Preliminary documents shall be stamped and dated, but need not be signed by the licensee." 3. WAC 196-23-070 Signature. This WAC describes the meaning or requirements of a "handwritten identification" and a "digital identification". 4. IBC Section 106.1 Submittal documents. "Construction documents, special inspection and structural observation programs, and other data shall be submitted in one or more sets with each application for a permit. The construction documents shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. Where special conditions exist, the building official is authorized to require additional construction documents to be prepared by a registered design professional. -2- McIde AC: Carbon Monoxide Smoke Alarm Page 1 of 3 home depot carbon monoxide sign in Online stores shipping to SeaTac, WA Free shipping Refurbished / used Sellers WestsideWholesale. com Zoro MSC Industrial Supply Bees Lighting + Show all 2 Grainger Industrial Supply ELVESsupply.com Kidde AC Carbon Monoxide Smoke Alarm My Shortlist (0) $44 online, $50 nearby 56 product reviews Save to Shortlist Front loading smoke & carbon monoxide alarm, offers protection from 2 hazards, ac wire with battery back up alarm emits a beeping tone followed by a voice warning that clearly announces the danger by saying "fire - fire" or 'Warning carbon monoxide", front loading battery ... more » REVIEWED FOR CODE COMPLIANC APPROVED AUG 0 5 2015 Online Seller Rating Details j Special Offers (829) No tax Free shipping, No tax (23,548) 1 special offer seller rating (91) No tax Seller rating (141) No tax eBay + Show all 2 No rating Free shipping, No tax Midland Hardware Trusted Store No tax (3,44'7) ehf��Nt Base Price Total Price $43,52 �S',,95 shipping $51.47 $51.70 $51.70 $115.35 +$11.07 tax and $11.60 shipping $138.02 $40.50 4$12,20 shipping $52.70 $122.25 4 $1274 tax and S 10.51 shlppsng $145.50 $69.44 $81.43 $11.99 Shipping $44.99 $44.99 $57.89 $63.84 +$r 95 Shipping Sponsored Shop Shop Shop Shop Shop Shop Shop Shop Shop.corluORRtuI luf !orating No tax $60.08 *$0.65 shipping $60.73 Shop LTR# $50.90 $66RECEIVED IndUStfialSafety.COm 2ratinc7s No tax 1�1541s'`ippi^o .31 CITY OF TUKWILA View all 42 online stores » 1 - 10 of 4JUL 2 2 2015 0PERMIT CENTER https://www.google.com/shopping/product/I 1902074833033 59925?q=home+depot+carbon+monoxide&bi... 7/8/2015 CT Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) F I L #10014 STRUCTURAL CALCULATIONS Osterly Park Townhomes — Phase 1 3429 S. 144th St. Design Criteria: Architect CORRECTION LTR#_�_ CODE COMPLIANCE APPROVED AUG 0 5 2015 City of Tukwila BUILDING DIVISION 5 T GRv WA u w NAL 1 IBC 2012 ° Wind: 110 mph (ULT) 85mph (ASD), Kzt=1.0 Seismic: Ss=1.49, S1=0.56, SDC=D, R=6.5 Roof Snow Load = 25 psf .. RECEIVED CITY OF TUKWILA JUL 2 -2 2015 PERMIT CENTER Barker Architects A.I.A. 8715 NE 119th St. Kirkland, WA 98034 Ph: 425.821.7601 blS%-O (3 J ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, AA 98109 206.285.4512 (V) 206.285.0618 (F) .-MMEM11 i - i - I o 10014: 131, 133 Roof Framing Plan 3/16"-1'-0" IM ENGINEERING mm Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 9BI09 206.285-4512 (V) 206.285.0618 (F) ST3 77 (2 2X8 HDR x L DOL 2X12 JST �z F -M-= ja 2XU a is- nn 2X19 0 16 Q.C.7d R-- DBL 2X12 JST G DOL 2X12 JSJ DBL-2X12 JST OD 4 DBL 2XI 2 Sr!1 M. E-5 P4 P4 T" ff 'if I T1 lU Lf=- P6 P6 Ll JJ 6M 2)(12 0 16' O.C. -(2) 2X12 0 16" O.C. rT 2X8 HDR MST37 I-- 19 #10014.- 131, 133: 1-3 Fromina Plan 3/16 —1 0 # Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 4 INC. 206.285.4512 (V) 206.285.0618 (F) PT2X10 RIM 9� .... .... .:- PT2X70 RIM - - - ..... .... .... -PT- & .. ... . .... .... ... 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O Q Q Q Q Q Q NNQmm Q Q NNN Q N Q Q OOO N N NO N o LL � Nmmu'�v�mm m m^v]m^ 00 m Nmm m m0 LL m mmmm � m m m m m m m m m m m m <o m m m mmm mmm m m10 mm In m mLL] min In m m m m 1 Z N O, V U v 1 LL 0 mmmm 0 0 0 0 m 0 m V l 00 m m 0 0 m m 0 0 O O O 0 0 0 m p O O d m LL NO �'- MMM MMM MM co ZQ E�lL mu m uSmm to mmu�inm mmv] Nmm m mm Z N j v O U aU o C ca O N LL m mmmm m 0 0 0 0 0 0 O O O 0 0 0 O m m mm�v C m m m m m m m m m m m m m m a U 3 p Q Q m Q m A m m m m m Q Q Q�7 'N m Q n m m O O O O m lm0 N m N m M N N rm N N N Q M M M M M M N M M J N 3 N C� O N m m m O O N M rn m Q O O m 0 m M m m m m m m O m m m m m O O QQ A 10 O M m m A In N A rn m � �; + m n rn o00000 rn m W m m m m 000000 m m m m M � M Q N m rn rn 0 zV OOo 000 0 00 a t0 m m M M N N In m 1n m m m m N m M m N m m m m m 0 NO M m N m 10 m m N m M N m m m m O m ,a O < O m .p O 4 m m 44 h O 0r 0T m m U 00 MM Arn mMm.- m m mm � m M m �!�2 M ¢ 0 jp 0m Q rn m M M uD M Q m o 0 m M D M M Rt m m 0 m m 0 O m U0 7 M0NNN000 N < M M N C C C MWLL mmM M M W A mZ5 000 N m m Tpmm co NCN! mmVN m co m z QO m m LL N0 r n c y A A A c C m m N m N m m m N m N m m m m m m m m m Y � m ¢ c P = h t a C C'C _., mtO �Om mm mm�Omm m mmm Inmm m mm r m cofofMofofO OviofviOof v 100 woSri 0 0v OmUU R' alN o00 9 CN mmm mu1 mmm V1 LLSm m mmLL1 m mm 12 '- Y �Y U U Nrofn N mw V5 fn fn fnm V5 # N # N N # # fn N # # r a LL LL LL LL LL U. LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL U 55 S 2 2 2 2 2 awwwwa (n Co(n (n to m 2 2 2 waa fn fn vl [n a uJ a 2 a) O Q m N Q Q m m m Q ' 2, N N N n O M LLd MM MQ Mm r MMN Q N MQM N m m O M M M 0 0 0 OOq r N O 060000 0 0 0 0 0 0 O co a LL M a)ool Mmvm.- MNm Innm Inrm mn Q Q M M U N W U1 N r N m O m O M N N m N O 01 i mmin In nm ll Mp� 0 0 0 0 0 0 0 0 r �m.-�m mnrooln m_m_m_ MMM m InM M NQ�rm NO) In MO)O NNN M mr �•-OmO�-tnN Mmn aT mmm N QN I n M a 1 r N N M N Q M M I M N n m O N M N M M M O m O O m N M N M M m U'1 n m I n N OON N N Nrr M MM mn n LL] a1m N NQ 0 � N O)mN N N In O M '- Z r U .0-00 .; WtOm wm m .A C I 0' Oi In O ri M y Q Q Q 0 M 0M M M m m m M Q In Q M M N mW N O1 rn I n I n a) N m I n I n I n M O O m N O m O Q N-Q y In 00010) ai ai ai 01 ai ai Q OOOI ai g 0101 mQ m n m � NM N Q m n' c> LL r r Q Q Q ai r ai of r Q of of Q Q n o m of c6 m rn v Q v ai Q N M Ln M M Q Q Q N M M Q Q Q M O N Q O � � mmmmm<o mmmmmm In lnh mmin m mIn ll LL_ ...a V• m y m m m rn m m rn m m rn rn M M Q Q M M Q Q M M Q Q c v v n r r v a M • d' r c v nj LL NIn I(l Iri LL'i u'i m m m s I' NNN ul N m m 0 0 o 0 o M M M M M M o 0 o M o 16 N UQ'N U m m m Y"J In m LL'] In h to m m In In i(] IA 11] � N lt') LL 1pmm 0 IL Il �'y m �?�a•'?nc» Ommm m nMMMMn MM o00 TOQI 00o n o o0 N U� Va U LL N N N N N N N N 0 0 0 0 o o 00 0 .0. 0 0, 0 0 0 0 0. 0 0 0 0 0 0 0 o 0 0 0 0 00 0 0 0 000 0 0 0 0 0 0 0 o 0 0 00. 0 0 0 0 0 .. 0 0 Z O W N O oNN000 O O O 00 00 0 0 0 0 O o O C o o O o 0 000000 000 M M ovo 0 0� U W U y o 0 0 0 0 o m m m 00W00 wm 0NNN mr NOOO r O M M M n M n N u]N v11nN Na)NIn a)in u'11nN N 4'iN In In LL] Q U 0 Q 0 0 Q Q 0 0 Q Q 0 Q N N Q Q N Q Q N N Q Q O Q O O Q Q N Q N Q Q N Q N O Q Q LL L a^ onr N In rr tnN Oln a01- r m M m f0 m m m i m m a)In InN In NIn Nm In 11'1 InN In m V/N N a)a) rn m � j U N O„ Uin NInNN N In In NO LL'1 In OOO OOO N OO U LL O O O o o o 0 0 0 0 0 0 O m N _ _ M M M M M M M M Q U U LL^ In Z Q E �lL 00-hm In N In 4'1 In Nin Inmm N to O O Nlfl Z U a O aU Ow �� oo�oo �o�000 000 000 00 maU - w 3p, QQmQmr ma) 7m�m QQQ r X e7 T Q2 Mn ��m m m r O! m m M IN'J II m m m W cNJ a O) mm -N rnm 01 C. OOrO NJ Q O J � N � N M N N N N N Q M M M M M N M M N m i O M m o o m 1 o v� Qm m N N O n Q In o p m O N rn 0) m m m � m M rn rn Q m m m Q o N m m rn rn J y 11 O V OI 0 0 M 0... M W 0 . O Q! m C C m C C N C [h G O M C V M O O !T C O 0 0 } Z 10 a r n NIn r r r r r n r r r r r r n r r r O �In In M M Ci in Nl M In In M In M M mm cJ M mN M M In In M In M M N M mN cJ M �n M �In M M O W N = Q a N O O i n 0 0 N 0 0 0 0 0 N N N r N O I n U v O N Q N N r O QI r O M O �.-01n M MM Q N m m � o a J � Q O) O� M M M Q m m M M M m m 0 m m O O 1 n 1 O W 0 N M 0 a M i m N N ai ai N o d m ai ai ai ai ai rti ai ai d M N N N m Q Q M M N 0 0 0 L M Ol O h In N M m m N NM M Or mOiM m rOJ Q mm U. In m xI r r C 3 A A A � . C m m N m N d m H N m N m m m m m m m H m m Y U �- m � U � Q O A ^v L 4 C li C NU) a) m N a) In 1n In 0 I Un �n In In to m m m m % N O O N N-0 M!7 lh m fh t7 c'1 MM Ih c'> II) 00In0 ci .N J Ol U U O gO 0 0 j C I n 1 n m m m I n I n N 10 I t) I t) N I n N 11'/ a) I n 0 3 '- � a �YODU Y � mm�rnm�n �n�nv�rn<nrn ##a uzu in u� # r j LL LL LL LL LL LL LL LL LL LLanaaa LL LL LL 11 1L w aaa LL LL LL LL a LL a LL 1� m xxxxxx mm<nrn�nm xxx �nmm rn m= Title : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculabons Description BLDG B1/B3: GT Reactions Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid E2.5 Grid E3 Timber Section 4x10 4x10 Beam Width in 3.500 3.500 Beam Depth in 9.250 9.250 Le: Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr - Douglas Fr - Larch, No.2 Larch, No.2 Fb - Basic Allow psi 900.0 900.0 Fv - Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.00 8.00 Dead Load #/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Results Ratio = 0.2662 0.6814 Mmax @ Center in-k 16.50 42.24 @ X = ft 2.50 4.00 fb : Actual psi 330.6 846.3 Fb : Allowable psi 1,242.0 1,242.0 Sending OK Bending OK fv : Actual psi 35.5 65.9 Fv : Allowable psi 207.0 207.0 Shear OK Shear OK Reactions @ Left End DL lbs 412.50 660.00 LL Ibs 687.50 1,100.00 Max. DL+LL Ibs 1,100.00 1,760.00 @ Right End DL Ibs 412.50 660.00 LL Ibs 687.50 1,100.00 Max. DL+LL Ibs 1,100.00 1,760.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.006 -0.041 L/Defl Ratio 9,551.0 2,331.8 Center LL Defl in -0.010 -0.069 L/Defl Ratio 5,730.6 1,399.1 Center Total Defl in -0.017 -0.110 Location ft 2.500 4.000 L/Defl Ratio 3,581.6 874.4 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B1/B3: Roof Framing Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850:0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 30.00 30.00 30.00 30.00 30.00 Live Load #/ft 50.00 50.00 50.00 50.00 50.00 Results Ratio = 0.0477 0.0243 0.0477 0.0243 0.0477 Mmax @ Center in-k 1.47 0.75 1.47 0.75 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 55.9 28.5 55.9 28.5 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 6.3 3.6 6.3 3.6 6.3 Fv : Allowable psi 172-5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 52.50 37.50 52.50 37.50 52.50 LL Ibs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL Ibs 140.00 100.00 140.00 100.00 140-00 @ Right End DL Ibs 52.50 37.50 52.50 37.50 52.50 LL Ibs 87.50 62.50 87.50 62.50 87.50 Max. DL+LL Ibs 140.00 100.00 140.00 100.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 UDefl Ratio 51,354.9 140,917.9 51,354.9 140,917.9 51,354.9 Center LL Defl in -0.001 -0.000 -0.001 -0.000 -0.001 UDefl Ratio 30,812.9 84,550.7 30,812.9 84,550.7 30,812.9 Center Total Defl in -0.002 -0.001 -0.002 -0.001 -0.002 Location ft 1.750 1.250 1350 1.250 1.750 UDefl Ratio 19,258.1 52,844.2 19,258.1 52,844.2 19,258.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver 5.8.0, 1 -Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG B2/B4: GT Reactions Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 2 Grid 4 Timber Section 3.125x15 3.125x12 Beam Width in 3.125 3.125 Beam Depth in 15.000 12.000 Le: Unbraced Length ft 0.00 0.00 Timber Grade 3ouglas Fir, 24F - Douglas Fir, 24F - V4 V4 Fb - Basic Allow psi 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Span Data tDead 16.00 12.00 7ft ad #/ft 340.00 340.00 d #/ft 425.00 425.00 Results Ratio = 0.9082 0.7983 Mmax @ Center in-k 293.76 165.24 @ X = ft 8.00 6.00 fb : Actual psi 2,506.8 2,203.2 Fb : Allowable psi 2,760.0 2,760.0 Bending OK Bending OK fv : Actual psi 166.1 154.2 Fv :Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL Ibs 2,720.00 2,040.00 LL Ibs 3,400.00 2,550.00 Max. DL+LL Ibs 6,120.00 4,590.00 @ Right End DL Ibs 2,720.00 2,040.00 LL Ibs 3,400.00 2,550.00 Max. DL+LL Ibs 6,120.00 4,590.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.317 -0.196 L/Defl Ratio 605.9 735.3 Center LL Defl in -0.396 -0,245 UDefl Ratio 484.7 588.3 Center Total Defl in -0.713 -0.441 Location ft 8.000 6.000 UDefl Ratio 269.3 326.8 Title : Dsgnr: Description Scope: User KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist DescriptionENERCALC Engineering Software Description BLDG B2/B4: Roof Framing Job # Date: 9:45AM, 25 FEB 10 Page 1 10014. a cw: Ca l cu l ati on s Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 3 Grid A/E Grid 4 Grid 5 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850:0 850:0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1-150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 3.50 2.50 3.50 2.50 3.50 Dead Load #/ft 240.00 30.00 30.00 240.00 30.00 Live Load #(ft 400.00 50.00 50.00 400.00 50.00 Results Ratio = 0.3815 0.0243 0.0477 0.1946 0.0477. Mmax @ Center in-k 11.76 0.75 1.47 6.00 1.47 @ X = ft 1.75 1.25 1.75 1.25 1.75 fb : Actual psi 447.5 28.5 55.9 228.3 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 3.6 6.3 28.7 6.3 Fv : Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 420.00 37.50 52.50 300.00 52.50 LL Ibs 700.00 62.50 87.50 500.00 87.50 Max. DL+LL Ibs 1,120.00 100.00 140.00 800.00 140.00 @ Right End DL Ibs 420.00 37.50 52.50 300.00 52.50 LL Ibs 700.00 62.50 87.50 500.00 87-50 Max. DL+LL Ibs 1,120.00 100.00 140.00 800.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.000 -0.001 -0.002 -0.001 L/Defl Ratio 6,419.4 140,917.9 51,354.9 17,614.7 51,354.9 Center LL Defl in -0.011 -0.000 -0.001 -0.003 -0.001 L/Defl Ratio 3,851.6 84,550.7 30,812.9 10,568.8 30,812.9 Center Total Defl in -0.017 -0.001 -0.002 -0-005 -0.002 Location ft 1.750 1.250 1.750 1.250 1.750 L/Defl Ratio 2,407.3 52,844.2 19,258.1 6,605.5 19,258.1 Title : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 user:K�6= Ver5.8.0,1-Dec-2003 �(142 mber Beam &Joist Page 1 f (c)1983-CALC Engineering soft 10014.ecw:Calculations Description BLDG raming ) Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR 4 GR 5 STR XFER Timber Section 2-2x8 2-2x8 2-2x12 2-2x8 2-2x12 2-2x12 Beam Width in 3.000 3.000 3.000 0.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 11.250 0.000 7.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 1,000.0 1,000.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 95.0 95.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1,000 1.150 1.150 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 2.50 3.50 4.00 2.50 3.50 3.50 16.00 Dead Load #/ft 20.00 20.00 120.00 20.00 20.00 120.00 15.00 Live Load #/ft 53.30 53.30 320.00 53.30 53.30 320.00 40.00 Dead Load #/ft 130.00 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 50.00 Start ft End ft Point #1 DL Ibs 210.00 LL lbs 560.00 @X ft 1.500 Results Ratio = 0.0770 0.1510 0.2207 0.0000 0.1510 0.1503 0.5320 Mmax @ Center in-k 2.37 4.65 10.56 0.00 4.65 8.08 28.62 @ X = ft 1.25 1.75 2.00 0.00 1.75 1.75 6.66 fb : Actual psi 90.4 177.1 166.9 0-0 177.1 127.8 452.2 Fb : Allowable psi 1,173.0 1,173.0 1,000.0 0.0 1,173.0 850.0 850.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 11.4 20.1 21.0 0.0 20.1 16-2 48.4 Fv : Allowable psi 172.5 172.5 95.0 0.0 172.5 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 187.50 262.50 240.00 0.00 262.50 210.00 310.31 LL Ibs 129.12 180.77 640.00 0.00 180.77 560.00 827.50 Max. DL+LL Ibs 316.62 443.27 880.00 0.00 443.27 770.00 1,137.81 @ Right End DL Ibs 187.50 262.50 240.00 0.00 262.50 210.00 139.69 LL Ibs 129.12 180.77 640.00 0.00 180.77 560.00 372.50 Max. DL+LL Ibs 316.62 443.27 880.00 0.00 443.27 770.00 512.19 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.004 -0.001 0.000 -0.004 -0.001 -0.067 L/Defl Ratio 28,183.6 10,271.0 39,551.8 0.0 10,271.0 47,969.5 2,886.5 Center LL Defl in -0-001 -0.003 -0.003 0.000 -0.003 -0.002 -0.177 L/Defl Ratio 40,924.8 14,914.3 14,831.9 0.0 14,914.3 17,988.6 1,082.4 Center Total Defl in -0.002 -0.007 -0.004 0.000 -0.007 -0.003 -0.244 Location ft 1.250 1.750 2.000 0.000 1.750 1.750 7.680 L/Defl Ratio 16,689.8 6,082.3 10,786.9 0.0 6,082.3 13,082.6 787.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver5.8.0, 1-Dec-2003 age 1 Timber Beam &Joist PP (01983-2003 ENERCALC Engineering Software 10014.ecwalculatio ns Description BLDG B: L3 Framing (2 of 2) Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined A/E2 A/B A/E Timber Section 6x8 5.125x7.5 2-2x8 Beam Width in 5.500 5.125 3.000 Beam Depth in 7.500 7.500 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir, 24F - Hem Fir, No.2 Larch, No.2 V4 Fb - Basic Allow psi 900.0 2,400:0 850.0 Fv - Basic Allow psi 180.0 240.0 150.0 Elastic Modulus ksi 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 Member Type Sawn Glul-am Sawn Repetitive Status I No No No Center Span Data Span ft 5.00 8.00 2.00 Dead Load #/ft 150.00 180.00 150.00 Live Load #/ft 400.00 480.00 400.00 Dead Load #/ft 250.00 Live Load #/ft 250.00 Start ft End ft Results Ratio = 0.4444 0.5495 0.2044 @ Center M7Actual in-k 20.62 63.36 6.30 X = ft 2.50 4.00 1.00 fb psi 400.0 1,318.7 239.7 Fowable psi 900.0 2,400.0 1,173.0 Bending OK Sending OK Bending OK fv : Actual psi 37.6 87A 29.0 Fv : Allowable psi 180.0 240.0 172.5 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 375.00 720.00 400.00 LL Ibs 1,000.00 1,920.00 650.00 Max. DL+LL Ibs 1,375.00 2,640.00 1,050.00 @ Right End DL Ibs 375.00 720.00 400.00 LL Ibs 1000.00 1,920.00 650.00 Max. DL+LL Ibs 1:375.00 2,640.00 1,050.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.007 -0.051 -0.001 UDefl Ratio 8,800.2 1,876.9 20,642.3 Center LL Defl in -0.018 -0.136 -0.002 L/Defl Ratio 3,300.1 703.8 12,702.9 Center Total Defl in -0.025 -0.188 -0.003 Location ft 2.500 4.000 1.000 UDefl Ratio 2,400.1 511.9 7,863.7 Title : Dsgnr: Description Scope: User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam 8c Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR E2 2.5 STR XFER GR E Timber Section 2x12 6x8 2-2x12 2-2x12 2-2x12 2-2x12 6x8 Beam Width in 1.500 5.500 3.000 3.000 3.000 3.000 5.500 Beam Depth in 11.250 7.500 11.250 11.250 11.250 11.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Douglas Fir- Hem Fr, No.2 Hem Fr, No.2 Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow psi 850.0 900:0 850.0 850.0 1,000.0 1,000.0 900.0 Fv - Basic Allow psi 150.0 180.0 150.0 150.0 95.0 95.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.000 1-600 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Repetitive No No No No No No Center Span Data Span Dead Load Live Load Point #1 DL LL @ X ft #/ft #/ft Ibs Ibs ftj 4.00 20.00 53.30 3.50 570.00 465.00 4.00 20.00 53.30 16.00 37.50 100.00 3.50 120.00 320.00 16.00 15.00 40.00 210.00 560.00 1.500 3.50 165.00 440.00 Cantilever Span Span ft 2.00 2.00 2.00 Uniform Dead Load #/ft 20.00 20.00 20.00 Uniform Live Load #/ft 53.30 53.30 53.30 Point #1 DL Ibs 320.00 LL Ibs 150.00 3,270.00 @ X ftj 2.000 2.000 Results Ratio = 0.3666 0.4098 0.9323 0.9771 0.1700 0.5093 0.2396 Mmax @ Center in-k 0.00 19.02 1.53 52.56 8.08 28.62 11.12 @ X = ft 0.00 1.75 1.86 8.00 1.75 6.66 1.75 Mmax @ Cantilever in-k -13.04 0.00 -80.24 -1.76 0.00 0.00 0.00 fb : Actual psi 412.1 368.8 1,268.0 830.6 127.8 452.2 215.6 Fb : Allowable psi 1,124.1 900.0 1,360.0 850.0 1,000.0 1,000.0 900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Sending OK Bending OK fv : Actual psi 48.8 42.7 148.9 43.8 16.2 48.4 24.9 Fv : Allowable psi 172.5 180.0 240.0 150.0 95.0 95.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 7130.00 997.50 30.00 297.50 210.00 310.31 288.75 LL Ibs 106.60 813.75 -1,555.05 800.00 560.00 827.50 770.00 Max. DL+LL Ibs -23.40 1,811.25 -1,525.05 1,097.50 770.00 1,137.81 1,058.75 @ Right End DL Ibs 570.00 997.50 90.00 342.50 210.00 139.69 288.75 LL lbs 464.85 813.75 5,144.85 913.26 560.00 372.50 770.00 Max. DL+LL Ibs 1,034.85 1,811.25 5,234.85 1,255.76 770.00 512.19 1,058.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.005 -0.006 -0.000 -0.117 -0.001 -0.054 -0,002 L/Defl Ratio 10,146.9 6,751.7 463,567.3 1,639.6 59,039.4 3,552.6 23,324.2 Center LL Defl in 0.002 -0.005 0.025 -0.319 -0.002 -0.144 -0.005 L/Defl Ratio 25,855.6 8,276.3 1,933.0 602.5 22,139.8 1,332.2 8,746.6 Center Total Defl in 0.007 -0.011 0.025 -0.436 -0.003 -0.198 -0.007 Location ft 2.400 1.750 2.320 8.000 1.750 7.680 1.750 L/Defl Ratio 7,303.4 3,718.4 1,939.9 440.6 16,101.7 968.9 6,361.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Catculat ons Description BLDG B: L2 Framing (1 of 2) Cantilever DL Defl in -0.019 -0.000 0.046 Cantilever LL DO in -0.010 -0.098 0.122 Total Cant. DO in -0.029 -0.098 0.168 UDefl Ratio 1,645.2 488.4 285.5 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Page 1 10014.ecw:Cal cul ation s Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 3.7 E5 GAR HR D+L+S+E GAR HR D+L+S Timber Section 3.125x12 2-2x12 5.125x13.5 5.125x13.5 Beam Width in 3.125 3.000 5.125 5.125 Beam Depth in 12.000 11.250 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade ouglas Fr, 24F - Hem Fir, No.2 Douglas Fir, 24F - Douglas Fir, 24F - V4 V8 V8 Fb - Basic Allow psi 2,400.0 850.0 2,400.0 2,400.0 Fv - Basic Allow psi 240.0 150.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,300.0 1,700.0 1,700.0 Load Duration Factor 1.000 1.150 1.300 1.150 Member Type Glul-am Sawn Glul-am Glul-am Repetitive Status No No No No Center Span Data Span ft 19.50 4.00 16.50 16.50 Dead Load #/ft 45.00 20.00 20.00 20.00 Live Load #/ft 120.00 53.30 53.30 53.30 Point #1 DL Ibs 2,040.00 2,040.00 LL Ibs 2,550.00 2,550.00 @ X ft 6.500 6.500 Point #2 DL Ibs 665.00 665.00 LL Ibs 2,203.00 2,203.00 @ X ft 6.500 6.500 Point #3 DL Ibs LL Ibs 1,200.00 @ X 6.500 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 118.30 Point #1 DL Ibs LL Ibs 1,200.00 @ X ft 2.000 [Les Ratio = 0.5228 0.6085 0.8988 0.8844 Mmax @ Center in-k 94.11 0.04 436.53 380.00 @ X = ft 9.75 0.29 6.53 6.53 Mmax @ Cantilever in-k 0.00 -37.64 0.00 0.00 fb . Actual psi 1,254.8 594.8 2,804.2 2,441.0 Fb : Allowable psi 2,400.0 977.5 3,120.0 2,760.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 58.2 71.0 125.1 109.3 Fv : Allowable psi 240.0 172.5 312.0 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 438.75 -85.00 1,804.39 1,804.39 LL Ibs 1,170.00 -552.55 4,047.60 3,320.33 Max. DL+LL Ibs 1,608.75 -637.55 5,852.00 5,124.72 @ Right End DL Ibs 438.75 665.00 1,230.61 1,230.61 LL Ibs 1,170.00 2,202.35 2,784.85 2,312.12 Max. DL+LL Ibs 1,608.75 2,867.35 4,015.45 3,542.72 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Title : Dsgnr: Description Scope : User: KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist (c)19B3-2003 ENERCALC Engineering Software Description BLDG B: L2 Framing (2 of 2) Center DL Defl in -0.181 0.002 -0.249 -0.249 UDefl Ratio 1,294.7 28,644.9 794.4 794.4 Center LL Defl in -0.482 0.009 -0.557 -0.455 UDefl Ratio 485.5 5,072.6 355.4 435.3 Center Total Defl in -0.663 0.011 -0.806 -0.704 Location ft 9.750 2.336 7.788 7.788 UDefl Ratio 353.1 4,309.6 245.5 281.2 Cantilever DL Defl in -0.006 Cantilever LL Defl in -0.038 Total Cant. Defl in -0.044 UDefl Ratio 1,079.2 Job # Date: 9:45AM, 25 FEB 10 Page 2 10014.ecw:Ca I culations Title : Dsgnr: Description Scope : Job # Date: 9:45AM, 25 FEB 10 user: KW-0602997, Ver5.8.0, �eergft- Timber Beam &Joist Page 1 (c)1983-2003 ENE RCe, 5 Engire 10014.ecw:Calculatio1 '3Ft Description BLDG B: Deck Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I'�J'41fli'$4E90RSTL�4F9 £� M1SI Ii 6S jst jst bm Timber Section 2x10 WO US Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Douglas Fr - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status I Repetitive No No Center Span Data Span ft 4.00 2.00 8.00 Dead Load #/ft 20.00 20.00 125.00 Live Load #/ft 53.30 53.30 333.00 Cantilever Span Span ft 3.00 3.00 2.00 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1721 0.1979 0.9154 Mmax @ Center in-k 1.26 0.07 42.48 @ X = ft 1.70 0.38 3.94 Mmax @ Cantilever in-k -3.96 -3.96 -10.99 fb : Actual psi 185.0 185.0 823.9 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 18.7 19.7 60.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lb, 17.50 -25.00 468.75 LL Ibs 106.60 -66.62 1,332.00 Max. DL+LL Ibs 124.10 -91.62 1,800.75 @ Right End DL Ibs 122.50 125.00 781.25 LL Ibs 326.46 333.12 2,081.25 Max. DL+LL Ibs 448.96 458.12 2,862.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 0.000 0.000 -0.032 UDefl Ratio 113,250.3 93,648.8 3,031.1 Center LL Defl in -0.002 0.001 -0.099 UDefl Ratio 20,108.6 35,140.3 967.8 Center Total Defl in -0.002 0.001 -0.131 Location ft 1.856 1.192 3.968 L/Defl Ratio 22,985.7 25,552.2 733.7 Cantilever DL Defl i -0.005 -0.005 0.021 Cantilever LL Defl in -0.014 -0.013 0.056 Total Cant. Defl in -0.020 -0.018 0.077 UDefl Ratio 3,629.1 4,036.0 625.2 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description CODE MAX JOIST SPANS LL=40PSF Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC , 12" OC 8" OC Timber Section 2x12 2x12 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft -16.75 19.25, 23150 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 53.30 40.00 26.70 Results Ratio = 0.9974 0.9884 0.9829 Mmax @ Center in-k 30.85 30.57 30.40 @ X = ft 8.37 9.62 11.75 fb : Actual psi 974.9 966.2 960.8 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Sending OK Bending OK fv : Actual psi 48.9 42.5 35.6 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @Left End DL lbs 167.50 144.37 117.50 LL Ibs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 @ Right End DL Ibs 167.50 144.37 117.50 LL tbs 446.39 385.00 313.72 Max. DL+LL Ibs 613.89 529.37 431.22 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.153 -0.200 -0.297 L/Defl Ratio 1,312.9 1,153.3 950.9 Center LL Defl in -0.408 -0.534 -0.792 L/Defl Ratio 492.7 432.5 356.1 Center Total Defl in -0.561 -0.734 -1.088 Location ft 8.375 9.625 11.750 L/Defl Ratio 358.2 314.5 259.1 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope: Rev: 530006 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & .Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description CODE MAX JOIST SPANS LL=30PSF Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 16" OC 12" OC 8" OC Timber Section 2x12 202 2x12 Beam Width in 1.500 1.500 1.500 Beam Depth in 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0-00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Center Span Data Span ft 18.50.. 21.25 25.75 Dead Load #/ft 20.00 15.00 10.00 Live Load #/ft 40.00 30-00 20.00 Results Ratio = 0.9959 0.9855 0.9647 Mmax @ Center in-k 30.80 30.48 29.84 @ X = ft 9.25 10.62 12.87 fb : Actual psi 973.5 963.3 943.0 Fb : Allowable psi 977.5 977.5 977.5 Bending OK Bending OK Bending OK fv : Actual psi 44.6 38.8 31.9 Fv : Allowable psi 150.0 150.0 150.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 185.00 159.37 128.75 LL Ibs 370.00 318.75 257.50 Max. DL+LL Ibs 555.00 478.12 386.25 @ Right End DL Ibs 185.00 159.37 128.75 LL Ibs 370.00 318.75 257.50 Max. DL+LL Ibs 555.00 478.12 386.25 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.228 -0.297 -0.428 L/Defl Ratio 974.5 857.3 722.8 Center LL Defl in -0.456 -0.595 -0.855 L/Defl Ratio 487.2 428.7 361.4 Center Total Defl in -0.683 -0.892 -1.283 Location ft 9.250 10.625 12.875 L/Defl Ratio 324.8 285.8 240.9 Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Roof Framing Timber Member Information ',ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Grid 1 Grid 2 Grid 5 Grid 6 Grid 5 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1-150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 3.50 2.50 2.50 3.50 3.50 Dead Load #/ft 30.00 30.00 30.00 240.00 30.00 Live Load #/ft 50.00 50.00 50.00 400.00 50.00 Results Ratio = 0.0477 0.0243 0.0243 0.3815 0.0477 Mmax @ Center in-k 1.47 0.75 0.75 11.76 1.47 @ X = ft 1.75 1.25 1.25 1.75 1.75 fb : Actual psi 55.9 28.5 28.5 447.5 55.9 Fb : Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 6.3 3.6 3.6 50.7 6.3 Fv :Allowable psi 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 52.50 37.50 37.50 420.00 52.50 LL Ibs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL Ibs 140.00 100.00 100.00 1,120.00 140.00 @ Right End DL Ibs 52.50 37.50 37.50 420.00 52.50 LL Ibs 87.50 62.50 62.50 700.00 87.50 Max. DL+LL Ibs 140.00 100.00 100.00 1,120.00 140.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.000 -0.000 -0.007 -0.001 UDefl Ratio 51,354.9 140,917.9 140,917.9 6,419.4 51,354.9 Center LL Defl in -0.001 -0.000 -0.000 -0.011 -0.001 UDefl Ratio 30,812.9 84,550.7 84,550.7 3,851.6 30,812.9 Center Total Defl in -0.002 -0.001 -0.001 -0.017 -0.002 Location ft 1.750 1.250 1.250 1.750 1.750 UDefl Ratio 19,258.1 52,844.2 52,844.2 2,407.3 19,258.1 Title : Dsgnr: Description Scope : Rev: 580006 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Description BLDG C: L3 Framing (1 of 2) Job # Date: 9:45AM, 25 FEB 10 Page 1 10014.ecw:Calculations Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR 1 GR 2 GR D2 GR 03 GR D4 GR 5 GR 6 Timber Section 2-20 2-2x8 6x8 2x12 202 2-2x8 2-2x8 Beam Width in 3.000 3.000 5.500 1.500 1.500 3.000 3.000 Beam Depth in 7.250 7.250 7.500 11.250 11.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fir, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 . 850.0 85.0.0 . 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 2.50 3.50 5.50 4.50 4.00 2.50 3.50 Dead Load #/ft 20.00 20.00 165.00 165.00 165.00 130.00 20.00 Live Load #/ft 53.30 53.30 440.00 440.00 440.00 50.00 53.30 Dead Load #/ft 130.00 130.00 130.00 Live Load #/ft 50.00 50.00 50.00 Start ft End ft Results Ratio = 0.0770 0.1510 0.6264 0.6833 0.5399 0.0547 0.1510 Mmax @ Center in- k 2.37 4.65 27.45 18.38 14.52 1.69 4.65 @ X = ft 1.25 1.75 2.75 2.25 2.00 1.25 1.75 fb : Actual psi 90.4 177.1 532.4 580.8 458.9 64.2 177.1 Fb : Allowable psi 1,173.0 1,173.0 850.0 850.0 850.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 11.4 20.1 46.9 70.7 57.6 8.1 20.1 Fv : Allowable psi 172.5 172.5 150.0 150.0 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 @ Right End DL ibs 187.50 262.50 453.75 371.25 330.00 162.50 262.50 LL Ibs 129.12 180.77 1,210.00 990.00 880.00 62.50 180.77 Max. DL+LL Ibs 316.62 443.27 1,663.75 1,361.25 1,210.00 225.00 443.27 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.004 -0.014 -0.007 -0.004 -0.001 -0.004 L/Defl Ratio 28,183.6 10,271.0 4,883.7 8,207.3 11,685.8 32,519.5 10,271.0 Center LL Defl in -0.001 -0.003 -0.036 -0.018 -0.011 -0.000 -0.003 L/Defl Ratio 40,924.8 14,914.3 1,831.4 3,077.7 4,382.2 84,550.7 14,914.3 Center Total Defl in -0.002 -0.007 -0.050 -0.024 -0.015 -0.001 -0.007 Location ft 1.250 1.750 2.750 2.250 2.000 1.250 1.750 L/Defl Ratio 16,689.8 6,082.3 1,331.9 2,238.4 3,187.0 23,486.3 6,082.3 Title : Dsgnr: Description Scope: Job # Date: 9:45AM, 25 FEB 10 User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: L3 Framing (2 of 2) Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined GR ES GR E2 GR E3.5 GR E4 Timber Section 2-2x8 2-2x12 3-2x12 2-2x8 Beam Width in 3.000 3.000 4.500 3.000 Beam Depth in 7.250 11.250 11.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fr, No.2 Hem Fr, No.2 Hem Fr, No.2 Fb - Basic Allow psi 850.0 850.0 850.0 850.0 Fv - Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 2.50 5.00 7.50 3.00 Dead Load #/ft 150.00 150.00 150.00 150.00 Live Load #/ft 400.00 400.00 400.00 400.00 Dead Load #/ft 280.00 280.00 280.00 280.00 Live Load #/ft 300.00 300.00 300.00 300.00 Start ft End ft Results Ratio = 0.3436 0.6850 0.9341 0.4948 Mmax @ Center in-k 10.59 42.37 95.34 15.25 @ X = ft 1.25 2.50 3.75 1.50 fb :Actual psi 403.1 669.6 1,004.4 580.5 Fb : Allowable psi 1,173.0 977.5 1,075.3 1,173.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 50.7 79.4 94.4 70.1 Fv : Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 1,412.50 2,825.00 4,237.50 1,695.00 @ Right End DL Ibs 537.50 1,075.00 1,612.50 645.00 LL Ibs 875.00 1,750.00 2,625.00 1,050.00 Max. DL+LL Ibs 1,412.50 2,825.00 4,237.50 1,695.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.013 -0.044 -0.006 UDefl Ratio 9,831.5 4,591.7 2,040.8 5,689.5 Center LL Defl in -0.005 -0.021 -0.072 -0.010 UDefl Ratio 6,039.3 2,820.6 1,253.6 3,495.0 Center Total Defl in -0.008 -0.034 -0.116 -0.017 Location ft 1.250 2.500 3.750 1.500 UDefl Ratio 3,741.2 1,747.3 776.6 2,165.0 Title: Job # Dsgnr: Date: 9:45AM, 25 FEB 10 { Description Scope : User: KW-0602997, Ver5.8.0. 1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engine11'1ering Software 10014.ecw:Calculations Description BLDG C: L2 Framing Timber Member Information ;ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst D GR 3 GR D E GR 4 GR 5 )Sr 4-6 Timber Section 2-2x12 3-2x12 6x8 6x12 5.125x13.5 2x12 Beam Width in 3.000, 4.500 5.500 5.500 5.125 1.500 Beam Depth in 11.250 11.250 7.500 11.500 13.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir, No.2 Hem Fr, No.2 Douglas Fir - Douglas Fr - Douglas Fr, 24F - Hem Fr, No.2 Larch, No.2 Larch, No.2 V4 Fb - Basic Allow psi 850.0 850.0 900.0 900.0 2,400.0 850.0 Fv - Basic Allow psi 150.0 150.0 180.0 180.0 240.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Glul-am Sawn Repetitive Status No No No No No No Center Span Data - Span ft 5.50 18.00 4.00 18.00 17.50 4.00 Dead Load #/ft 20.00 45.00 165.00 45.00 435.25 20.00 Live Load #/ft 53.30 120.00 440.00 120.00 315.00 53-30 Dead Load #/ft 165.00 Live Load #/ft 440.00 Start ft End ft Cantilever Span Span ft 2.00 2.00 Uniform Dead Load #/ft 500.00 20.00 Uniform Live Load #/ft 650.00 53-30 Point #1 DL Ibs 326.70 LL Ibs 120.00 @ X ft 2.000 Results Ratio = 0.5131 0.9035 0.6258 0.7350 0.9225 0.4640 Mmax @ Center in-k 0.03 80.19 29.04 80.19 344.65 0.00 @ X = ft 026 9.00 2.00 9.00 8.75 0.00 Mmax @ Cantilever in-k -27.60 0.00 0.00 0.00 0.00 -12.48 fb : Actual psi 436.1 844.8 563.2 661.5 2,213.9 394.4 Fb : Allowable psi 850.0 935.0 900.0 900.0 2,400.0 850.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 55.2 39.4 60.5 31.6 124.1 46.7 Fv : Allowable psi 150.0 150.0 180.0 180.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs -126.82 405.00 660.00 405.00 3,808.44 -133.35 LL Ibs 146.57 1,080.00 1,760.00 1,080.00 2,756.25 106.60 Max. DL+LL Ibs 19.76 1,485.00 2,420.00 1,485.00 6,564.68 -26.75 @ Right End DL Ibs 1,236.82 405.00 660.00 405.00 3,808.44 580.05 LL Ibs 1,682.94 1,080.00 1,760.00 1,080.00 2,756.25 419.85 Max. DL+LL lbs 2,919.76 1,485.00 2,420.00 1,485.00 6,564.68 999.90 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.006 -0.153 -0.006 -0.095 -0.486 0.005 LIDO Ratio 10,335.4 1,410.6 7,812.7 2,266.6 432.5 9,931.3 Center LL Defl in 0.007 -0.408 -0.016 -0.254 -0.351 0.001 L/Defl Ratio 9,242-9 529.0 2,929.8 850.0 597.5 34,153.1 Center Total Defl in 0.014 -0.561 -0.023 -0.349 -0.837 0.006 Location ft 3.278 9.000 2.000 9.000 8.750 2.400 L/Defl Ratio 4,880.7 384.7 2,130.7 618.2 250.9 7,722.1 User: KW-0602997, Ver5.8.0, 1-Dec-2003 M 983-2003 ENERCALC Engineering Software Description BLDG C: L2 Framing Title : Dsgnr: Description : Scope : Timber Beam & Joist Job # Date: 9:45AM, 25 FEB 10 Cantilever DL Defl in -0.016 -0.020 Cantilever LL Defl in -0.020 -0.008 Total Cant. Defl in -0.036 -0.028 UDefl Ratio 1,321.2 1,725.4 Page 2 10014.ecW:C21culations Title : Job # Dsgnr: Date: 9:45AM, 25 FEB 10 Description Scope : User: KW-0602997, Ver5.8.0, 1-Dec-2003 Timber Beam &Joist Page 1 (01983-2003 ENERCALC Engineering Software 10014.ecw:Calculations Description BLDG C: Deck Framing Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined jst jst bm Timber Section 2x10 2x10 6x8 Beam Width in 1.500 1.500 5.500 Beam Depth in 9.250 9.250 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Tlmber Grade Hem Fir, No.2 Hem Fir, No.2 Douglas Fr - Larch, No.2 Fb - Basic Allow psi 850.0 850.0 900.0 Fv - Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status Repetitive No No Center Span Data Span ft 5.00 3.00 8.50 Dead Load #/ft 20.00 20.00 98.00 Live Load #/ft 53.30 53.30 261.00 Cantilever Span Span ft 2.00 2.00 1.50 Uniform Dead Load #/ft 20.00 20.00 125.00 Uniform Live Load #/ft 53.30 53.30 333.00 Results Ratio = 0.1131 0.0880 0.8203 Mmax @ Center in-k 2.51 0.76 38.07 @ X = ft 2.40 1.32 4.22 Mmax @ Cantilever in-k -1.76 -1.76 -6.18 fb : Actual psi 117.5 82.2 738.3 Fb : Allowable psi 1,075.3 935.0 900.0 Bending OK Bending OK Bending OK fv : Actual psi 17.0 11.1 49.7 Fv : Allowable psi 150.0 150.0 180.0 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 42.00 16.67 399.96 LL Ibs 133.25 79.95 1,109.25 Max. DL+LL Ibs 175.25 96.62 1,509.21 @ Right End DL Ibs 98.00 83.33 620.54 LL Ibs 261.17 222.08 1,652.82 Max. DL+LL Ibs 359.17 305.42 2,273.37 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.001 0.000 -0.034 UDefl Ratio 44,186.7 562,653.4 3,029.8 Center LL Defl in -0.006 -0.001 -0.099 UDefl Ratio 10,295-6 47,664.8 1,029.4 Center Total Defl in -0.007 -0.001 -0.133 Location ft 2.460 1.416 4.250 UDefl Ratio 8,360.0 48,711.9 768.4 Cantilever DL Defl in 0.000 -0.001 0.017 Cantilever LL Defl in 0.001 -0.003 0.046 Total Cant. Defl in 0.002 -0.004 0.063 UDefl Ratio 27,379.8 12,992.4 568.8 #10014 Seismic Design Provisions Osterly Park Townhomes Tukwila, WA Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Spectral Response Accelerations Ss and Sl Ss and S 1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.467 (Ss, Site Class B) 1.0 0.505 (S 1, Site Class B) Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Spectral Response Accelerations SMs and SMI SMs =Fax Ss and SMI = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.467 (SMs, Site Class D) 1.0 0.757 (SM1, Site Class D) Conterminous 48 States 2003 NEBRP Seismic Design Provisions Latitude = 47.4738 Longitude =-122.2889 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 x SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.978 (SDs, Site Class D) 1.0 0.505 (SDI, Site Class D) 2006 IBC SEISMIC OVERVIEW SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10014 Osterly flafk Building ;B Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE= :1:00::.' .>: `'° Section 1613.1 -> ASCE Table 11.5-1 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.5.5 Section 11.4.2 / Ch. 20 Table 1613.5.5 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss = 1 47 ? Figure 1613.5.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S, = Figure 1613.5.1(2) Figure 22-2 Latitude = 4747 N Longitude = 12229 W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.gov/research/hazmaps/design! 6. Site Coefficient (short period) Fa = 1.00 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.50 Figure 1613.5.3(2) Table 11.4-2 Sms = Fe ` Ss SMs = 1.47 EQ 16-37 EQ 11.4-1 SM, = F * S, SM, = 0.76 EQ 16-38 EQ 11.4-2 SIDS = 2/3 SMs Sos = 0.98 EQ 16-39 EQ 11.4-3 Sp, = 2/3 * SMi So, = 0.51 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11. .Wood structural panels --- -- N/A Table 12.2-1 12. Response Modification Coef. R=:65 N/A Table 12.2-1 13. Overstrength Factor Q, = 3 0 N/A Table 12.2-1 14. Deflection Amplification Factor CD N/A Table 12.2-1 15. Plan Structural Irregularities --- No: N/A Table 12.3-1 16, Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv .Lateral Force --- Table 12.6-1 Page 1 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT # : 10014 - Osterly Park - Building B SDS = 0.98 hn 26.00 (ft) SDS = 0.51 X :0.75 ASCE 7-05 (Table 12.8-2) R = 6.5 Cl = 0:020 ASCE 7-05 (Table 12.8-2) IE= 1.0 T = 0.230 ASCE 7-05 (EQ 12.8-7) Sj = 0.51 k ASCE 7-05 (Section 12.8.3) TL _; ` 6 ASCE 7-05 (Section 11.4.5: Figure 22-15) CS = SDS / (R/IE) 0.150 W ASCE 7-05 (EQ 12.8-2) Cs = SD, / (T*(R/IE)) (for T <TL) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) Cs = (SDI * TL)/ (T2*(R/IE)) (for T> TL) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) Cs = 0.01 0.010 W ASCE 7-05 (EQ 12.8-5) (MIN.) Cs = (0.5 S1)/(R/IE) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if Si> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.150 W RTICAL SEISMIC FORCES PER ASCE 7 DIAPHR. Story Elevation Height AREA DL w; LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) R66f ; -- 26;0.0. 26.00 1i575 -0020 31.5 .3rd (ippr) 8.00 1800 18.00 1.364 >r0.025 34.1 2nd:(main) 9.00 9.00 9.00 1364 41025 34.1 1 st (base). 9.00 SUM = 99.7 E=V= 15.00 E/1.4 = 10.72 5N 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,X = w; 'hi' wX * h, DESIGN (kips) Ew; -hi Vi 819.0 0.47 5.04 613.8 0.35 3.78 306.9 0.18 1.89 1739.7 1.00 10.72 SUM DESIGN Vi 5. 8. 10. DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w; FPX = EF; * w,. 0.4 * SDS* IE* WP 0.2 * SDS* IE* WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 5.04 5.04 31.5 31.5 6.16 5.04 12.32 6.16 3rd (uppr) 3.78 8.82 34.1 65.6 6.67 4.59 13.34 6.67 2nd (main) 1.89 10.72 34.1 99.7 6.67 3.66 13.34 6.67 1st (base) Page 2 N ?0 7 p _N n (1Y o .- (6 N N N N N CD h (D C co (o co co w C to Op p w N o > O N N N N N O (p 5 5 co w m (D w � O Q Q W Q u u Q W W w w U LL In U-LL LL LL LL 0 U) U) Q Q w w a p O 2 N ♦- In w (p rn Cl w w m r � m Q ~ o O O a) N LL IL [Q L 0) 1-- M� cr� ct� E a a a a a a a a W C)C)In OD d'...� N D.. N O -'.O r ' CD O O C) O) EO N O �p a' W vj co (n'fo N m- T o0 o h W y a;o o C, o n� a0 LO, (+) tr:'v Cl o. r o a) w•CD C) .O- N o 0 0 0 O oD N O O 7 fn LL m. n_ O': N co cv O h ZO 3 �� II II II II II 11 11 �� II 11 II II 11` .. II 11 II 11 II L x E : D Q �_ N f/1 N N N F 0- a s D. d O c a) c 6 Zg m oa F « n n n n Y— .o rn x o ;ate sa W (L) o o -0 a)) :� Y w o C an ro r 1 m� v G U Hw u n r O U W y W ° o U)U m mcL n V V V co -,I- T N co (D O N v v v m v C\i N M (D o CO II 11 �� II II m m m N U O a m 2 a n N O M M V) V cD r , �Y �3 stir W p '7 N V' 11 Z •� w It of ri 3 3 > > O Cl) O a,�r o 2- Z ui m � Y ocoh Z Z � V• R p c r r C r (n _ in N m 2L C Za3c�° o m a C (D 1- O C) (a a o (o 4 v E a C x Z a 3 m a o " v0oo Ln r Q O' N v N r ... _ O O V (D 11 Q Q O t: trb r Q O (o O o O O m a I7 m a Q 7 In N .Q Q � In r rN- r o v000 0 o D a (o r Q Q M �* v � r � ocDv(D ii Q D N In I- Q r N N O C. to 0 0 O In. Q o m z_ v m a Q - (n N O Q r r OO LnO v r •R N D) L r N 0 0 0 0 ?Z.L O O O w rn� co co U :EQ � C) Cl 0 0 0 w o 0 0 0 0 IL c)C-4— > a) p W O O O O _ L. L I O O o o .� of Di W U 2 O Z C N LL J n m `O S W O. a7 Z Q w n a sJ -2-N c) N r ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7.05 & SEAW RAPID SOLUTION CT PROJECT # : 10014 - Osterly Park - Buildino B METHOD 2 base shear METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT # : 10014 - Osterly Park - Building B SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size = 0 131" dia. X 2':6' long STUD SPECIES SPECIES = H F or SPF' . . SPECIFIC GRAVITY S. G. ='0 43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dla. SHEARWALL TYPE 7/16" w/8d common (15/32" values per footnote d) Table 2306.4.1 Seismic Wind V allowable V s allowable V w allowable (PER 2003 IBC) modify per S. G. modify per S. G. inc. 40% per 2306.4.1 --- 0 1 1 P6TN' 150 150 150 P6'. 26.0 242 339 P4. 380 353 495 P3: 490 456 638 P2 .` 640 595 833 2P4' 760 707 990 2P3; 080 911 1276 1280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS tsheathing NAIL SIZE nail size = 1.1 /.4".long No:6.Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2" w/ 1 1/4" screw V allowable V s allowable V w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed m rn v� z z as 3: 3; c E m U) (n O m (n n. a Y Y V V O O N Ln TTT V- Lo O co N ca ca m L11 F � U H W � O w� wa S F— co o 0 (D O O O O N N O 0 0 m w O O O O C. 0 0 0 0 0 0 0 0 0 00 0 n a. N [Y O O O O d) M O O O N ll� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y 09 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -O E co (D OOO O N N OOO m (D OO 00 o 0 000000 00000 C N p- L[ C t O O O O( h( h O O O N 7 0 0 0 O O O O O O O O O O O O O O O v o 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a c`7 m o O O O N N O O O M W O O O O O O O O O O O O O O O O O C p, U� V O o 0 0 Ci M O O O N tt O O O O O O O O O O O O O O O O O j v O O O C. O O O O O O O O O O O O O O O O O O O O O O O O O O a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N O O O O (D to O O O N N o O O O O O O O 0 0 o 0 o 0 0 0 0 0 N: N O O O O W O) O O O I� N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w N O O O O O N N O O O N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n o-i00000mCl) 000vi00000000o000000000 § O Y r r r ? M r 0 0 0 00 00 O o cn r 0 0 0 0 00 0000 o O O O o O O d a O (D O O O O N N O O O O (. 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O O O :O O .O'O O 0.: O(D o :O O 0 O:O O O O C) 0 O ',O r N o 0 0 0 0':o p o :o. o o,o. o 0 0'.0 0 0,:0. o o.::.o.o 0 0.-0 0 0- o; o o:D o. ai O N O) N N 0 17r rrr r� rrr r r r W� m d• 0 b 0 0 0 0 0 0 O- b D O b o d O'' 0 (D Cl `C O O, d 0 0 0,'0 0 0 ,0 C. O.O O O OiN(D-d O O O(0 J J m O O O M 'O CO.")nO O O 0 0 0 O.O O O O r C 00 3 O O, O MNN -MOO. O 0 0 :O 0 0 O'er M M ':- O M. N N O o. 0 0 0 .O O) W f" U O: to - O) Q O O p N 00 CO N 100 0 0 O O ClO O, O 0.0 (n O 0 0 0- O O p: 0 CO rnnnrn m.Mm � o ajry N C,F Nrnlmto F O N H �. W d N J= U I I > O O r N N N N r r N' N {. N N - M U W 1n In (n::tD: '..M M M S F- CO N — V'.;tt N 3 C X i( i�: X X X X -. C C'_j X 'X� X X `'X X `X olio ww :w IJLtj :( W ul(�.'ww..''C c Www Ww W.uw SHEET TITLE: DEAD LOAD,SIJMMARY CT PROJECT # : 10014 - Osterly Park -Building B ROOF Roofing ashphalt shingles 3.5' psf Misc 0.9 psf 5/8" plywood (O:S B) 2:2 psf Trusses at24" o.c. 3 0 psf Insulation::; 10: psf gypsum ceiling 28 psf Misc /Mech '1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish';: 20. psf NO gypsum concrete 0:0: psf 3/4"<�lywood (O S.B.) 2.7 psf 2:00 at 12" avg ;: =. 4;3 psf Insulation :. 1.0 psf gypsum ceiling 2:8 psf Mist 2:2 psf FLOOR DEAD LOAD 15.0 PSF 2006 IBC SEISMIC OVERVIEW SHEET TITLE: 2006 IBC SEISMIC OVERVIEW CT PROJECT # : 10014 Osterly Park Building C Step # 2006 IBC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1-1 2. IMPORTANCE FACTOR IE _ 1.00 Section 1613.1 -> ASCE Table 11.5-1 3. Site Class - Per Geo. Engr. S.C. = D _ ,". :: Section 1613.5.5 Section 11.4.2 / Ch. 20 Table 1613.5.5 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss = 1`.47 :_ ` Figure 1613.5.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S, = 0.5.9 Figure 1613.5.1(2) Figure 22-2 Latitude = 47 47 N Longitude = -12229 W hftp://earthquake.us.gs.gov/research/hazmar)s/ http://earthquake_usgs.gov/research/hazmaps/design/ 6. Site Coefficient (short period) Fa = 1 00 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1 50 :: Figure 1613.5.3(2) Table 11.4-2 Ms = Fa Ss SMS = 1.47 EQ 16-37 EQ 11.4-1 Mi = Fv S1 SM, = 0.76 EQ 16-38 EQ 11.4-2 SDS = 2/3 SMs SDs = 0.98 EQ 16-39 EQ 11.4-3 D, = 2 3 SM, SDi = 0.51 EQ 16-40 EQ 11.4-4 8_ Seismic Design Category 0.2s SDCs = D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, ="D Table 1613.5.6(2) Table 11.6 2 10. Seismic Design Category SDC = D Max. Max. 11. Wood structural;panels -- --- N/A Table 12.2-1 12. Response Modification Coef. R = 6.5 N/A Table 12.2-1 13. Overstrength Factor 00 = 3 0 N/A Table 12.2-1 14. Deflection Amplification Factor CD = 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities --- :No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No _ NIA Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force -- Table 12.6-1 Page 1 2 2006 IBC EQUIV. LAT. FORCE SHEET TITLE: 2006 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT # : 10014 - Osterly Park - Building C SOS - 0.98 h = 26.00 (ft) SDI = 0.51 X 0::7.5 ASCE 7-05 (Table 12.8-2) R = 6.5 Ct = 0.020 ASCE 7-05 (Table 12.8-2) IE = 1.0 T = 0.230 ASCE 7-05 EQ 12.8-7 SI = 0.51 k = 1 ASCE 7-05 (Section 12.8.3) CS = SOS / (R/IE) CS = SDI / (T*(R/IE)) (for T < TL) CS = (SDI * TL)/ (T2*(R/IE)) (for T> TL) CS = 0.01 Cs = (0.5 Si)/(R/IE) CONTROLLING DESIGN BASE SHEAR = TL - -6 ASCE 7-05 (Section 11.4.5: Figure 22-15) 0.150 W ASCE 7-05 (EQ 12.8-2) 0.337 W ASCE 7-05 (EQ 12.8-3) (MAX.) 0.000 W ASCE 7-05 (EQ 12.8-4) (MAX.) 0.010 1N ASCE 7-05 (EQ 12.8-5) (MIN.) 0.039 W ASCE 7-05 (EQ 12.8-6) (MIN.if Sj> 0.6g) 0.150 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� _ DIAPHR. Story Elevation Height AREA DL w; w; *hi wX *h,rk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew- ; ' h, Vi DESIGN Vi Roof - 2fi00 26.00 1494 1)2020 29.88 776.9 0.46 4.81 4.81 3rd (uppr) . 8.00 1$.00 18.00 1;340 .0 025 33.5 603.0 0.36 3.73 8.54 2nd (inain) 9.00 9:00 9.00 1340 0'025 33.5 301.5 0.18 1.87 10.41 1st.(base) 9.00 0.00 SUM = 96.9 1681.4 1.00 10.41 E = V = 14.58 E/1.4 = 10.41 ASCE 7-05 SECTION 12. (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w; Fp. = EF; * w, 0.4 * Sps* IE * Wp 0.2 * SpS* IE * Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 4.81 4.81 29.9 29.9 5.84 4.81 11.69 5.84 3rd (uppr) 3.73 8.54 33.5 63.4 6.55 4.52 13.11 6.55 2nd (main) 1.87 10.41 33.5 96.9 6.55 3.60 13.11 6.55 1 st (base) Page 2 R O co N N m Z (A 1� CO W d Uw M (D Co Of Y CD co LO Z W C7 N M 3 c L > > N (D CO /A ov r n � Z coo c2 r .- ui se .- y N 1t0 Z 0 C. R I- I I z ma 3 (D �o m d C N r M ( p z CL v O m a N o 0 w w000 m cn r- 17 r Q cr v r Q) (U O N M N II .0 Im O a a 1f1 Lq N O O O 10 O N N N N N 10 �' Q CS ti (D (6 c CD (D (0 (D co C r �- r r W 'r p W (U C) j O N `7 N N N p m m m (n cD -- . m O O N co n <n N 0) O7 0) _01 0) d CT CT CT I7 (T m a Q V O O vQ LL (n LL LL LL LL LL (n w w w w w Q Q W M 0 0 CD n• .C) O r Q Q v CA co (D 1n r 0 _ co ovcov 11 2 Q 0 Q Q T CDN CIDm Q W g rn (o ul 0 �o m N000 U co Q Ln � N v W Q (DN _ N O co N c0 V~j C, _0) N • LL N d' Q ¢ N C7U = oo no Z rn p n E Cn m M m m m N f/J m fn r 7 co 0)d C N �� d d d d d d d d d L :O 0 0 0 co m- 0 U? co N O (U V M 'V:-..- d' CD 'tj r- "`7 N O.' N O O O Cl O O D) CO N O V 'ITM CD co0 r W m ii W I`•. (D .- Cl)CLO to Cl) N Cl) coCDI� N CV W tn !L C%7 'O O (f7 0 W L0 0 tU ij- Cl) 'V.V O .O .- O,- O 0 0 0 0 CA N N O C (+� O co O 0 0 0 O T Z m,;t: (D V CO' N M (9, .r CV' O N O O Ir CV N M n L O O O O47 tL Ur fW.1 .tm N CO 0) O, it II II II 11 11 it II II II IIII II II II II II II 11 11 II II II II C a m o ur Ca co co W -O Cl O Cl o O o 0 0 0 0 Q p C=_ ~ N N Y •`� C1 N m N [1 d d d w N N d N v 1- CD O O O Cl) N O O d d [1 d Y m m N r 0) .O m d 0 « 0 O O 111 aCL N N W tY �' N m m L O 1 0 00 O'a W o a Y - 3 $ 0. C 01 O O O p 2 2 w y w _o W a) m m Di ik W 1- m (p a n _ C) W c Im 1- d Z c6 rn w S W a> d o?En m z w �a.o = coC) _¢ s c`�cvr m a ASCE 7-05 Method 2 Wind SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - METHOD 2 PER ASCE 7.05 & SEAW RAPID SOLUTION CT PROJECT # : 10014 - Ostedy Park - Building C SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND - METHOD 2 PER ASCE 7-05 Wind (NS) Wind E-W ( ) / Mi /Method 1 (Max.) in/Method 1 (Max.) DIAPHR. LEVEL Story Height Elevation (ft) Height hi (ft) DESIGN Vi (N-S) SUM V (N-S) DESIGN Vi (E-W) SUM V (E-W) DESI NVyind ) V (N-S) WDESIGN ) SUM Vi (E-W) V (E-W) Roof 3rd (uppr) 2nd (main) 1st(base) - 8.00 9.00 9.00 26.00 18.00 9.00 0.00 26.00 18.00 9.00 1Ob L00 1.00 1.00 2.00 3.00 1.00 1.60 5:00 "` '' 1.00 2.00 3.00 7.20 4.08 4.32 7.20 11.28 15.60 3.90 2.88 3.05 3.90 6.78 9.82 V (n-s)= 3.00 kips V (e-w)= 3.00 kips V (n-s)= 15.60 kips V (e-w)= 9.82 kips DESIGN WIND - Min.lMethodl/Metho AX Wind (NS) Wind DIAPHR. Story Elevation I ight DESIGN SUM DES LEVEL Height (ft) hi (ft) Vi (N-S) V (NS) Vi (Roof 3rd (uppr) 8 9 18 9 18 9 7.20 7.20 ](E] 2nd (main) 9 0 0 4.08 11.28 1st(base) 0 0 4.32 15.60 V (n-s)= 15.60 V (e-w METHOD 2 base shear METHOD 1 base shear = 0.2 0.3 ratio ratio Page 4 SHEET TITLE: 2003 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT # : 10014 - Osterly Park - Building C SHEATHING THICKNESS tsheathing NAIL SIZE nail size O'.131"'dia X 2 5" long STUD SPECIES SPECIES F=F or SPF SPECIFIC GRAVITY S.G. = 043 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc. Bolt dla 0625 SHEARWALL TYPE Table 2306.4.1 Seismic Wind 7/16" w/8d common V allowable V s allowable v wallowable (15/32" values per (PER 2003 IBC) modify per S. G. modify per S. G. footnote d) inc. 40% per 2306.4.1 --- 0 1 1 P6TN ; 150 150 150 P6 . 260 242 339 P4 ;:380 353 495 P3` 49Q 456 638 P2..`. 640` 595 833 2P4 760 707 990 980 911 1276 2P2 ..: 1`280 1190 1667 N.G. 10000 9300 13020 GYPSUM THICKNESS %heathing 1L2" NAIL SIZE nail size =1 1/4' long No.6.Type S or W Response Modification Coef. R = 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2" w/ 1 1/4" screw V allowable v s allowable V w allowable (PER 2003 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed Y- 0 X E fl hO0CD C30 m m o 000 h 00000000000000000 O o 0 0 0 o v, o O O o O o 0 0 o O o v 0 0 0 0 0 0 0 0 0 o O 2 ? v N O O O O O O O 00 O O N O O O O O O O O O O O O 00000 a E p, rl_ O O CD CD Cl)M O o 0 o n O O O o 0 0 00 0 00 0 0 0 0 0 0 00009 Od' V o 000000000000000000000 C N j Y N O O O O O O O O O O O N O O O O O O O O O O O O O O O O O 000ID 't000ooO00000O0000000000 j Y > N O O O o O O O O O O o N O o o O O o O O O O o o O o O o O O O O O O O O O O O O O O O O O O Cl O O O O O O O O O O O O O O O O O O 10 10 O O O O O j O a O O O O O O O O O O O O O O Cl O O Lo O o o o O N N O O o O^ O O O O O O O O O O O O O O O O O v p N O O O O O CO 00 O O O O N O O O O O O O O O O O O O O O O O _ �h OOOO O M M O o 00'cf 00 0000 00000 0 00000 Y d' 0 00 0 0 ttv o 00 O� 000000000000000 00 (j w n N O O O O O N CO O O O O N O O O O O o 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 (D (O 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 LLI v Cl) 00000 (D CD C> 00000000000000000 N O O O O O co a0 O o 0 o N 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 Cj a r o o O o o (o (D o O o o r.O b O.o 0 0 o O o O o o b o O o 0 LU v ri0000 orr 00ooc?o000 o000000000000 d o a 00o00coc0000o oOooOOoo000oo0OOO o 0 0 0 o ao m o 00 00 o O O o b o CD 0 0 0 0 0 0 0 0 tli Ofv 00000( TOOOo 00000000000000000 I ^ 2 M O O O O O r o 0 0 o co o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m N d 0 0 0 0 0 0 0 co O O O (O 0 0 0 0 O o 0 0 0 0 0 0 0 08 O O a s3. 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X X '.,3� X co C ='., w li W W W W. u ;. c7 c�:S9 t9 w w w : W U :: w w i. o o a f s it - SHEET TITLE: DEAD LOAD SU.MMAR]' CT PROJECT # : 10014 - Osterly Park - Building C ROOF Roofing ;ashphOlt shingles:3.5 psf Mist 0 9 psf 5/8"1:0lywood (O S.B.) ,.:2.2 psf Trusses at,24" o.c. 30: psf Insulation : "'.1:0: psf (1) 5/8' gypsum ceiling -M psf Mist,./Meth. 1;'6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floorfinish " =20. psf NO. gypsum concrete 0::0, psf 3/4 .plywood {O S B.) ,°2 7 psf 2x10 at 12":=avg 43. psf Insulation 1 0 psf gypsum.ceiling 2 8.. psf Mist: 2.2 psf FLOOR DEAD LOAD 15.0 PSF PORTAL. FRAME. ASSEMBLY Single Portal Use one strap on each side with a minimum uplift capacity of 500 Ibs per strap For allowable holes, see $62 and SBli on page 12 Pre-cut wiring chase 1/e' gap between brace and concrete aps r/" from both sides ce (4 straps brace) sQa�1 �o Column base with a minimum uplift apacity of 1,000 Ibs Concrete design is the responsibility of the design professional of record PORTAL DESIGN INFORMATION Using Shear Braces in Portal Frame Assemblies Double Portal d straps �ii" from s on both sides e brace (4 straps per brace) For allowable holes, see SB2 and SBll on page 12 Pre-cut wiring chase The portal shear braces listed in the Allowable Design Loads —Portal on Concrete Foundation table on page 9 require the brace -to -header connection details shown throughout this guide. Increased shear capacity due to the portal acting as a system has been accounted for in the Allowable Shear values. When designing portals using braces not shown on page 9, use the Allowable Shear values from the Allowable Design Loads —Stand -Alone Brace on Concrete Foundation table on page 6. To achieve the Attached to Header values shown in the Allowable Out -of -Plane Lateral Loads tables on pages 6 and 9, braces must be attached to the header using the supplied screws and Portal Kit straps. Any alternative connections designed by a professional of record should consider shear, header overturning, and lateral out -of -plane capacities. ■ For Portal Installation Details, see pages 15-17 ■ For drilling and trimming information, see pages 12. aps bot ce brae Concrete design is the responsibility of the design professional of record Portal Header Design ■ Header width must be 3/e" minimum and 5%" maximum. ■ Header depth must be 9Y" minimum and 18" maximum. Induced Forces A portal frame under lateral loads causes the portal header to experience internal stresses in addition to those created by the primary loads (like gravity and wind). These additional stresses are called induced forces and must be considered when designing portal headers. For headers with typical residential uniform loads, the induced moment and shear forces from a portal frame system do not control the design. This is due to the 160% duration of load (DOL) factor used in design and the location of the induced stresses. See ICC ES ESR-2652 for more information. iLevel Shear Brace Specifier's Guide TJ-8620 January 2010 8 A -� ALLOWABLE DESIGN LOADS -PORTAL FRAME Allowable Design Loads -Portal on Concrete Foundation xzx Pprfal Brace(3) YerticaT , t z Xu , Dreftat iloldown Uphft ° s u Holtlown ssem6l Width n kelght r LoaderAllowahle iAllowahle" af' ilowable Allowable' hDrlftaf sADowable p 1� ` 5 yw' f t* , r brrace r, rShearll) >tShearlrl5fiear(zl f G . Shle{arlr� { Shea"r'trl atAlloWable - y (lhs) W3 ) 4 y "(lbs) t (i k "Sbear(Z) ^^ "1SB l ic7 12. 78" 8,000 2,730 0.29 ; 8,520 3,000 1 0.31 9,370 ?'iS612z5 S 12 85'/z 8,000::' : 4520` 0:32; ;862D 2;770 : 035 9480 wISKIV -Z 12" 93%" 8,000 2,310 1 0.35 1 8,620 2,540 1 0.39 9,480 aS6 ]2xlta) 12" ;. 1051/a j: ; 8,000 '`::' . 1,580 := D43 8315 1;Z80: 0 59 9;370 mtS618xT 18" 78' 8,000 5,600 0.30 1 12,285 6,160 0.33 j 13,515 iSB 18x] 5 18 ;:;' ,85ri 8,ODO a . 5,380: > ;A:34 12;925 5'910. 0737. T4;22D 18" 93r/," 81000 5,150 0.37 1 13,510 5,665 0.4D 14,860 3,810:7. 0:43- 12;530 :: '' 4,180.E 0':51: 13750 �Ty tS674x7 .; 24" 78' 8,000 10,300 1 0.29 j 18,260 10,400 j 0.30 j 18,435 S tSB 24x8 2d"' B3 b 5,000. 8,870 D.37: 18 800 9 760' 0:42 20;685 24' 105'/<' 8,000 7,810 0.42 18,680 1 8,590 0.47 20,550 SSB ]Zx7 r 12 :. " 78 8;115 ` . , ' 143D ':: 0:33. 8;925 ' �k a: 56 ]W5. 12' 85fz" 8 ODO 1200 1.31 8,220 1,320 0.38 9,040 r fSB°12x8 '.; 12" ' 93'/a': ;' 8,000.:: 1,1008;210 .::`, <' 1;210 a'' 0:42 9;030 ?+ TSB 32ac9ral' 12" 8,000 790 0.43 1 8,315 890 I 0.59 1 9,370 78'_<'<.: 8;000`.2800 :. 0:31 12;285 3;08D .: ;::0:36 13;515 iS16 '615 18' 8554" 8,000 2,625 0.33 12,625 2,885 0.40 13,890 h wi5B ]8x8 = 18 93Y'_ i 8,000. !' .2450 '.. ` :i0.36 - 12,855. 2;fi95.. 0:43 14;140 TSB#Bz9r^l;: 18' 105%' 8,OD0 1,905 I 0.43 i2.530 2,090 0.51 13,750 5,150 : ° 0 29 „ : 18,260 5,290 '. 0.30 :,18 435 A; SB 248;:? 24' 93'/<' 8,000 4,435 0.37 18,800 4,880 0.42 20,685 (.S$ 24z9 24 -.:i.1OW : ; :;S;00o:. ; 3,905 , D 42`: 18 680 4;295 :.; 0:41- s20;550 (1) Interpolation of Allowable Shear and Drift at Allowable Shear values is allowed; use the values for the two closest heights. For braces less than 78' tall, use the values for a 78" tall brace. (2) DO NOT interpolate Boldown Uplift at Allowable Shear values; use the value for the shorter brace. (3) 12' wide braces (10514'tall or less) and 18' wide braces (141W tall or less) are allowed in prescriptive applications. (4) The portal kit must be ordered separately when specifying braces over 100" tall. General Notes Allowable shear loads (Ibs) ■ Allowable Design Loads table is based on: - No further increases for duration of load are permitted. - ASTM A449 or ASTM A193-B7 threaded rod for anchorage; 1' diameter for 24' wide braces, 7/e" for all others. See page 18 for anchorage options. - Portal header clear spans of 8' (minimum) to 18'-6' (maximum). ■ Allowable Shear and Drift at Allowable Shear are for the entire portal assembly. ■ Portal frame assemblies are not for use on RFKs. ■ For shimming and furring requirements, see details on page 15 and 17. ■ Portal braces may be used in 2x4 or 2x6 wall framing. See SB5 (page 15) and SB12 (page 12) for header framing options. Allowable Out -of -Plane Lateral Loads())(2) (PSF) -Portal on Concrete Fnnnrtatinn width,= ? t�i t. .•:75' : B ;;`�1 ), 9„r ; .J O'4 t '^.17 e �';32. 275 255 230 205 150 110 85 lAtfac#(ed fo L RAM! , <185 170 ;155 125 <110 = 85 ;. ' Iieadi3GP:t .. ....ss '�oZ '; i 4 140 - 115 105 95 85 75 (1) Table values based on using iLevel® Portal Kit to resist header overturning. (2) Use a load reduction factor of 0.88 for 16" deep headers; 0.78 for 18" deep headers. General Notes ■ Allowable Out -of -Plane Lateral Loads table is based on: - No further increases for duration of load are permitted. - Braces used in a portal application and installed according to the details in this guide - Wall deflection of L/240. - Header depth of 14" in a portal system application. ■ Out -of -plane lateral loads consider the total vertical load. Vertical loads (may be located any where) (Ibs) 1 Vertical loads Side View Front Yiew Out -of -plane lateral loads (psf) iLevel Shear Brace Specifier's Guide TJ-8620 January 2010 9 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 10, 2015 MIKE OVERBECK 13975 INTERURBAN AVE S TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0130 OSTERLY PARK - UNIT B-21 - 14403 34TH LN S Dear MIKE OVERBECK, 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 l 1x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. On sheet A-3, mechanical and energy codes refer to outdated codes. Mechanical references UMC which shall be 2012 IMC with whole house ventilation to comply with 2012 IMC section 403.8 and 403.8.5 with Washington State Amendments. WSVIAQ has been removed. Energy code references to include and Door/Window table shall need to be updated to meet current 2012.WSEC Chapter 3. Example window U-value is shown as .35 which currently is .28, .30 or .32. Door I -value is also outdated. Revise code notes and tables to meet current energy and mechanical codes. 2. Also on sheet A-3, party wall note refers to Section R317 for electrical boxes. Revise notes to refer to current 2012 Section R302.4.2. Fireplace note refers to IRC M1704.4 which is currently M1701. Throughout the plan sheets, codes are referencing outdated 2006 energy and building codes. All code notes tables and references shall comply with current 2012 codes. Verify and revise code references notes and details show compliance with all the 2012 International Codes and energy codes. Plan review shall be conducted under the current 2012 codes, therefore rather than just changing the code reference number, it shall be necessary to ensure the actual plan design and code notes are current with reference to the correct code language. 3. The plan shows smoke detectors correctly placed. However the current code now requires Carbon Monoxide (CO) detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms. (R315.1) 4. The gas water heater shall be located in an enclosure and vented similar to the furnace located on the second floor. Revise water heater enclosure or another alternative would be to have an electric water heater. 5. Plan sheets were not stamped and signed by the architect. Engineer's sheets show stamps and signatures are copies. All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. Provide original signatures and stamps on engineers and architects sheets. Also provide signed/stamped copies of the engineer's calculations for units B20 & B21. 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 6. Provide two (2) copies of an updated geotechnical report for this site. 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, Bill Rambo Permit Technician File No. D15-0130 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ENGINEERII'*'G' 7"A S MEMO DATE: July 3, 2014 PROJECT: Osterly Park TO: Overbeck Properties ATTN: Mike Overbeck CC: FROM: Todd Eaton RE: Osterly Park - 2012 IBC ATTACHMENTS: Richard, PROJECT NUMBER None 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-0618(F) teaton@ctengineering.com 10014 07/03/2014 We have reviewed the 2012 IBC with regards to the loading criteria and wood framed construction (Chapter 23). The 2012 IBC reference standard for loading criteria is ASCE7-10, while the 2006 and 2009 IBC reference standard for loading criteria is ASCE7-05. Items that remain unchanged and those that have changed but do not affect the structural design include: • Live Loads and Snow Loads in ASCE7-10 are unchanged from ASCE7-05 for single family residential structures in the Puget Sound Region. • Seismic design parameters referenced from ASCE7-10 uses 2008 USGS hazard data while ASCE7-05 uses 2002 USGS hazard data. The resulting base shear calculated using ASCE 7-10 is equivalent to that under ASCE 7-05. • Wind speeds referenced in ASCE 7-10 are now shown as ultimate values. IBC 2012 Section 1609.3.1 provides an equation to convert ultimate wind speed to allowable design level. The result is that the Vult = 110 mph is equivalent to the Vasd - 85 mph. • IBC 2012 and IBC 2009 both reference AWC SDPWS-2008 for nominal unit shear capacities for wood -frame shear walls, therefore the wood framed shear walls remain unchanged. • IBC 2012 references NDS-2011 for allowable stresses for lumber, while IBC 2009 and IBC 2006 references NDS-2005 for allowable stresses for lumber. The allowable stresses for lumber in NDS-2011 are unchanged from NDS-2005 and NDS-2001 for the lumber species and grades specified in the plans and used in the calculations. The existing structural design conducted under the 2006 IBC and 2009 is not affected by modifications to the 2012 IBC. The current design for the house plans is in compliance with the 2012 IBC. Construction documents (i.e plan sets) should reference the 2012 code. Sincerely, 1�j 6 &A Todd R. Eaton, PE Structural Engineers MA10014 Osterly Park\documents_out\2012_IBC_MEMO_2014.07.03.doe Bruce S. MacVeigh, P.E. _ Civil Engineer/Small Site Geotechnical 14245 59t" Ave. S. Tukwila, WA 98168 Cell: (206) 57108794 March 27, 2015 City of Tukwila Building Department Attn: Building Official/Plan Review Staff Subject: Clarification of Ground Floor Structure, Osterly Park Townhouse Sub - Division, 3429 S. 144th Street, Tukwila, WA 98168 (PN's: 004000-0088 and 004000-0094) Dear Sir: This letter clarifies the structure of the ground floor for all residences planned for the above plat/development. All ground floors will be slab on grade, to include the garage area and occupied areas. The building structures themselves will be supported by perimeter concrete footings and stemwalls and by interior footings or pads in the usual manner. As a result, no footing drains will be required for any of the proposed buildings, all of which will be of similar design. Of course the roof drain lines for each building will be required and will drain to the site's common detention system through the private access road drain system. Questions relating to this information may be directed to this office your ongoing assistance. `�rs��!%fix✓ ...,.��+' r%:��,s%`" Bruce S. MacVeigh, P.E. Civil Engineer Thank you for RECEIVED CITY OF TUKWILA JUN052015 PERMIT CENTER overbeck13/0819 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0130 DATE: 07/22/15 PROJECT NAME: OSTERLY PARK - UNIT B-21 SITE ADDRESS: 14403 34th LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: p(*j (/ �4 ^tA Building Division 0 Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 07/28/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 08/25/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0130 DATE: 6/5/15 PROJECT NAME: OSTERLY PARK - UNIT B21 SITE ADDRESS: 3421 S 144TH ST X Original Plan Submittal Response to Correction Letter #, DEPARTMENTS: Revision # before Permit Issued Revision # after Permit Issued Aq- Co"o rq 4 R, 640-IT AAA *V--, 6-Pz'5- CO- 4w(- Building Division Fire Prevention ® Planning Division Public Works ® Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 6/9/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 7/7/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only 0 _ CORRECTION LETTER MAILED: `� � J Departments issued corrections: Bldg D Fire ❑ Ping ❑ PW ❑ Staff Initials: VZ- 12/18/2013 CIlty of TAwfla Department of Community Devel 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: h!tp://www.Tukwi]aWA.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: % 2 / Plan Check/Permit. Number: 414,14 ❑ Response to Incomplete Letter # GL �J Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 191 �- L)l �0 Project Address:3ti z 1 ' °r 3 `1 z-? S," / y Vt!� 5-�,' Contact Person: /hike 1i/er9 e-c- Phone Number- 20�y`27Y7 62 � Summary of Revision: Z Sec k�� 1,4,ev- poy-k 5�zz f rff e,,- -Fran, �-1� �} 6h Yfi �.y o u � pp n lu>'i-5e ,yl�`� /ni I�EBI( � Cd " N �x -� �a `� �'r d��yl-�,✓i y )� A"y t�dV , �poMy"f// �� jWe,,4-i 1' / go & I ,rr A M t) e,.-X - I c1 -�(-IAA- rC�oVv,, f7re-'1,, A Op ✓ le — Sheet Number(s): "Cloud" or highlight all areas of revision including date of re�vQi�sio�njj Received at the City of Tukwila Permit Center by: W P� ❑ Entered in TRAKiT on JMO Contracting LLC Page 1 of 2 Home Inicio on Espanol Contact Safety inWashington State Departnlent of Labor & industries JMO Contracting LLC Owner or tradesperson Overbeck, Michael David Principals Overbeck, Michael David, PARTNER/MEMBER Overbeck, Julia Dee, PARTNER/MEMBER Doing business as JMO Contracting LLC Search L&I �� 'r A-G Index Help MY Secure 1,1H Claims & Insurance Workplace Rights Trades & Licensing 13975 Interurban Ave S. #102 SEATTLE, WA 206-787-0259 KING County WA UBI No. Business type 603 345 256 Limited Liability Company Governing persons MIKE OVERBECK License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Cc ......onstruction.....................................Contra.........................tor....Active... Meets current requirements. License specialties GENERAL License no. JMOCOCL865C4 Effective — expiration 0212412014— 02/24/2016 Bond ................. Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40005200 Received by L&I Effective date 05/27/2015 05/2212015 Expiration date Until Canceled Bond history Insurance Arch Specialty Ins Co $2,000,000.00 Policy no. AAU1506701 Received by L&I Effective date 05/27/2015 05/27/2016 Expiration date 05/27/2016 Insurance history Saving.s ..................... No savings accounts during the previous 6 year period. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603345256&LIC=JMOCOCL865C4&SAW= 8/19/2015 RE. 1 S1.1 F R RE. S 1 1.1 FOR LATE RE. 1 S1.2 , S EA - _ H RWALL SCHED LE 7 16 APA RATED S - BALANCE of BALANCE OF FoR BALANCE HEATHING W HEM FIR STUDS' AND HEM FIR PLATES SECTION SECTION OF SECTION SHEARWALL PER PLAN BOTTOM ,PLATE NAILING PER P.E.N. ._ -. (3) ROWS 3 OR 4 ROWS �) O SHEARWALL SCHEDULE PER SCHED. RE: 14 S1.1 . & 10 S1.1 / / RE: 14/S1:1 & 10/S1.1 RE: 14/S1.1 & 10/S1.1 Q TOP' PLATES -. w m RIM/BLOCKING TO TOP PLATE RIM LOCKING TO TOP PLATE PEN FLOOR SHEATHING o CONN. PER SHEARWALL SCHEDULE CONN. PER SHEARWALL SCHEDULE RE: NOTES SECTION 06160 < a : (EITHER LTP4 OR A35) : EITHER LTP4 OR A35 ( ) FLOOR DIAPHRAGM EDGE NAILING : z n- _ ot NIN RE-. NOTES SECTION .06160 I N N Al I 2 8D :x303OC x. BI.KG. W/.14 IA BLOCK TO RIM moo. NOT RE FOR P6 UIRED Q ) o . : CONY. 4x RIM CONT. 4x RIM SHEARWALL PANEL EDGE NAILING 0 c'..::....:.:.. . . - 2x CONY. RIM PER SCHEDULE .... PEN 0 0 P RIM/BLOCKINGT T P LATE - P.E.N. RIM J IST _.. PEN( CONN. PER SHEARWALL PER SCHED. OR PONY : SCHEDULE A35 TP4 II- I (`3 WALL " W 12 .0.131 DIA. X 2 1 2 /( ) / , , , [ MUDSILL _ : SHEATHING SHEATHING (2) SIDES SHEARWALL PER PLAN _: SHEARWALL PER PLAN' SHEARWALL PER PLAN - SCALE• NONE CALF• NONE LAP S H E A TH I N G CrAl E• A NONE TYP E X TERIOR TYP EXT ER I0 R TYPICAL EXTERIOR SHEARWALL CONNECTION., R HEARWALL ONNEC ION AT FLOOR R LINE SHEARWALL ..CONNECTION ONNEC 0 TI N SHE ARWALL CONNECTION N ECTION SHEARWALL :SCHEDULE: NOTES: 1. STUDS SHALL NOT BE SPACED MORE. THAN 16 O.C. - 1 P P4 �C P3 0 : 0 DETAILING 2 2P 4 2P3 2P2 0 3 2P4 2P3 2P2 2. WALL STUD N Q AND PLATE SPECIES -, RE' S1.0 SECTION 06100 ROUGH FRAMING FOR REQUIRED E IES AND G A RADE. r FOR . _ _ , . 3. RE. S1.0 SECTION 06160 WOOD.SHEATHING REQUIRED SHEAR. WALL SHEATHING THICKNESS , KN SS .AND GRADE. ALL SHEAR WALL- PANELS SHALL BE APPLIED. DIRECTLY TO FRAMING.. . 4. SHEATHING PANELS MAY BE INSTALLED EITHER HORIZONTALLY Y THER H RIZ NTALLY OR VERTICALLYWITH ALL PANEL EDG ES .BACKED BACKED/BLOCKEDD WITH 2 NOMINAL OR WIDER- FRAMING. SEE NOTE 5. : PROVIDE 3 3X0.229 PLATE - - 5 FRAMING MEMBERS RECEIVING EDGE FROM NAILING ABUTTING PANELS SHALL NOT BE LESS- THAN 3 NOMINAL A AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT P6. .WASHER 0 EA. ANCHORFOUNDATION TYP. S Tl N ILL PLATE AND STUDS : 6. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING P CING 1S LESS THAN 6 O.C. ON EITHER SIDE PANEL JOINTS; SHALL BE OFFSET TO FALL 0 , N DIFFERENT. FRAMING. MEMBERS OR FRAMING SHALL BE 3 NOMINAL- OR THICKER AND NAILS SHALL - . ; ALL BE STAGGERED. ' U.N.O. PER SHEARWALL SCHEDULETYP. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING. SHALL BE 8d COMMON 0.131 X . _ ( 21 2 . 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12d COMMON (0.1480 X 325 : 9. FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPA C NG CALLED OUT FOR BOTTOM PLATE. NAILING. DO NOT 0 L OVER NAIL .THE BLOCKING. 10. ANCHOR BOLTS SHALL BE GALVANIZED 5 8 DIAMETER A 307 AND SHALL BE SECURED IN PLACE PR IOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. L A WED. 11. GALVANIZED 30 X 3 X 0.229 MIN. PLATE ARE REQUIRED AT EACH ANCHOR BOLT SEE DETAIL 8 : THIS SHEET FOR PLACEMENT DETAILS: (MIN.)RECESSING PLATE WASHERS , IN PLATES IS NOT ALLOWED. 12. LTP4 FRAMING PLATES SHALL BE INSTALLED, WITH 12-8d X 1 1RE.-: 2 0 .131 X 2 1 2 NAILS. DETAILS 1' 2 3& 6 ' THIS SHEET. A.BOLT PER SHEARWALL SCHEDULE 1 3. . 3 S A 5 FRAMING ANGLES HALL BE INSTALLED WITH 12 8d X 1 1 2 0.131 X 1 1 2 NAILS. RE., DETAILS_ 1 2& 3 THIS SHEET. :'. 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL LL BE HOT -:STEEL - DIPPED:GALVANIZED:CONFORMING'TO ASTM153 OR.STAINLESS 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BEPRESERVATIVE TREATED., , . _. _ 16. G WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING Of 4 INCHES OR LESS NAILS SHALL LL BE INSTALLED. IN TWO .ROWS OFFSET 1 2 INCH AND STAGGERED. , o 17. V NIZED EXPANSION ANCHORS 0 SIMILAR. DIAMETER GALA AN F METER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. , - -a, 18. 2 2x S IN LIEU OF 3x S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10 51.2 SIM: AND BOTTOM PLATE NAILING. / • � ; ' . • a • o 19. " " ■ WHERE BUILDING OFFICIALS. ALLOW OSB. SHEATHING MAY B E APPLIED OVER 1 2 OR 3 8 GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED. / / WITH 10d. NAILS 0.148 DIA X 3 LONG PLAN) 1 2X10 �� o a _ a N w o ,. N p v, v, FOR JOIST SPANS UP TO � w - o.5 � ,,, $. � : w o w $ 11 -0 A SINGLE JOIST w , MAY BE HEAD OFF TO °-, w CL Lnn Q ADJACENT SINGLE JOISTS w a N :. m .:. a FOR JOIST SPANS z z z z e WALL TYPE LOCATION. PLATE SIZE. STUD SIZE AND SPACING. EXTERIOR TYPICAL 2X6 2X6 ®16" GARAGE ; GARAGE/UNIT 2X6 2X6, 0 16" INTERIOR FIRST 2X4 2X4 0 16" SECOND 2X4 2X4 0 16" THIRD 2X4 2X4 6 16" PARTY FIRST 2X4 EA. WALL 2X4 0 16" (DOUBLE WALL) SECOND 2X4 EA. WALL 2X4 0 16" THIRD 2X4 EA. WALL 2X4 0. 16" 0 co U Z � 173 w 02 o c+o 0 vj 0 0 (n S: a� L0 ao CAI � rn o 02 W y 0 0 U U '^' z lfJ ao � CO o m U •r o 0 0 Vi d A' cN�o 0 0 ► 00 C O r- o w � ..-. o CO O to z o O H o c ¢ o a -z M m U N W 3 ¢ 0 w W E qq d U j r T 0 W ¢ W ¢ L1J � a a � O REV,EWED FCYR ' CODE COMPLIANCE APPROVED. C4UG 0 5 2015 amity of Tukwila DING DIVISION RACE VED CITY OF TU.KWIL JUN. 05 2015 C*RMIT CENTER ci 00 0 o0 a, cd .4 v 1 � N 0 M [-� HOEDOWN HOLDO WN FASTENER SCHEDULE. HF STUDS iirii riiiWN M�P9 Ml AAI TYP. ABUTTING WALL 17 DRAG STRUT DETAILS ' I U i T,r mug i irLC a i w n i i htinmCn i I U FiOLDOWN PLACEMENTS I U " STRUCTURAL WALL INTERSECTIONS alI rl 0 Z (� �. Q. I W O 00 . v cr)W c Qi i-� L CO :. �.C...+) '� - co V-4 .0 to co co CD } k {{ 1 �e I O c y O Or� O r� O ao o 00 M O O E"' lz a m m W N H � Q w d a U V) Q W a�• U` F1 SEE FOOTING TYPE THIS SHEET ® - - - ® - - i3 WOOD. PANEL SHEARWAI_I_ ■m a 0 0) O co �r ■ N Z , � N CO O CO.00 ri L in CO C� G CD m O W ul L 4.0 U �z F-r 4 In d+ LO cv co 0 0 • a T ter, �"' • fi 3`^ ♦ r O N N � p 0 DO Cl 5 K � a m W V)f g W a U T fW Q W 2 a U W A NOTES...::_ FRAMING LEGEND FRAMING _ 1. ROOF FRAMING PRE ENGINEERED PLATED WOOD TRUSSES " BY SIMPSON 9. HANGERS INDICATED ARE AS MANUFACTURED ®— FLUSH BEAM :WOOD PANEL •: a ® 24 ON CENTER U.N.O.. PER PLAN. OTHER FRAMING SHALL _ STRONG 11E. FB _, SHEARWALL OVER FRAMING PLANS. SEE SHEET S1.0 ` BE AS SHOWN ON THE ROOF FRAMINGP �_ - _ _� _ DROPPED. BEAM P6 - SEE 11 S1.1 : / � AT .ROOF FOR ROOF LOADS AND TRUSS MANUFACTURER REQUIREMENTS. 10. PROVIDE JOIST OR BLOCKINGA TOP SHEARWALLS. DB �_--- HEADER _ SEE 10/S9.0 HOEDOWN. .......:...... 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND ,PER 11. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS. HR SCHEDULE SLOPING. FRAMING SCHEDULE U.N.O. LAP JOISTS 4 ATOP WALLS. SECURE JOIST ®— �, _ GLUED LAMINATED BEAM MST48 MST48 SEE 10 S1.2 ... ; :........ ; . AT DECKS ` TO TOP PLATES WITH 2 8d NAILS. JOISTS UNDER AN., D 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED, ®— —� GIRDER TRUSS - ..PARALLEL TO BEARING AND SHEAR .WALLS. SHALL BE DOUBLE DO 0 FOUNDATION OR SUPPORTING BEAM. . DOWN T F GT _ - ,BEARING WALL .. SHEAR WALLS JOISTS U.N.O.. BLOCKING AT BEARING AND H BE U.N.O.�) OF 1 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM INDICATES N0. OF PER SCHEDULE. SEE 9 S1.1 / BLOCKED FLOOR DIAPHRAGM _ SHALL DOUBLED. _ _ KING STUD AT EACH END FOR BRACING U.N.O. 3 BUNDLED STUDS PROVIDE 2 IYP. U.N.O.: _ _' r _ 3. WALLS INDICATEDARE BELOW 11-I E FRAMING LEVEL ' SEE. BEARING WALL SCHEDULE 9 S1.1. WALLS ABOVE ARE SHOW UNDER 14. PROVIDE MINIMUM 2 2X BUNDLED TRIM STUDS N R _ ' S PO T TYPE PER PLAN _ _ ATTIC ACCESS SCREENED/HALFTONE. _._ EACH BEAM IYP. U.N.O. - CONTINUE 0FOUNDATION 11 T _. AT CEILING _ ,_. _ . S S 4. PLUMBING MECHANICAL, :AND ELECTRICAL SYSTEM HALL SOLID BLOCKING OR SQUASH 5. S LUMBER JOISTS L 1 T AWN A Q _ OR BEAM BELOW ATTIC. ACCESS - BE DESIGNED. AND BUILT TO ACCOMMODATE 1 4 PER FLOOR N UNDER ALL POSTS AND AT EACH BLOCKS ARE .REQUIRED ND R , , AT WALLS:: ; _ _.. _ - WOOD SHRINKAGE (ACCUMULATIVE). BLOC 1}iE POST ABOVE.. HOEDOWN. MATCH THE SQUASH K IM11-i MOUNT JOIST HANGERS PER SCHEDULE 16. PROVIDE FLUSH M NT , CHEADER/BUNDLED STUD. 5. SEE DETAIL O S9.O OR lYPI AL 1 F �_ . ABOVE U.N.O. PER. PLAN.' CONSTRUCTION.8 S9.0 FOR BUILT—UP BEAM' SEE / NOON _ - CONSTRUCTION. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE CORROSION RESISTANT OR TREATED WOOD SHALL BE G185 CORR N ALL SECTION CUTS `. 6. SEE: ARCHITECTURAL FOR DRAFTSTOP .AND. VENTING ; 1YP 304 OR 316 STAINLESS .STEEL - - ARE TYPICAL LOCATIONS. 8. ARCHITECTURAL PLANS FOR VENIILA11ON 1 REFERENCE - 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER - REQUIREMENTS. STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHE SREQUIRE 3X FRAMING AT PANEL EDGES. _ ARWALL SEE SHEARWAL SCHEDULE ON SHEET S1.1. LSH E : GRAPHIC.: SCALE _ 4 p 2 ,} - 8 OF THE TOTAL REINFORCEMENT IS .SPLICED WITHIN THE REQUIRED LAP 'LENGTH: 3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. TENSION LAP SPLICE SHOWN ABOVE ARE FOR CONCRETE COVER GREATER.THAN OR. EQUAL TO ,BAR DIAMETER.AND CENTER TO CENTER SPACING GREATER THAN TWO BAR. DIAMETERS (SPACING AND COVER CASE 1). 5 INCREASE LAP SPLICE LENGTH BY 1.5 FOR ' EPDXY COATED REINFORCEMENT. k IM RFACF I AP CPI IC:F I FN(:TH AY 1 -1 Fnp I IrHT . WFIf,HT f:omrpFTF II rod to eaded r n e threaded .. Fo ' tnotes r Table 0 for Anchorage e n Notes o Additional al dd o U 9 1 footing reinforcement ded ecommen (r ) Double nut and washer assembi w Y Grooves -Appropriate for use in. areas governed by IBC or IRC Anchor bolts are ASTMA449 or ASTM A193 B7 threaded rod or an brace loaded to Its maximum o Anchorage embedment Is based on ACI 318 Appendix D and area pliable f y r 9 pP p ace centered To install Shear Br combined vertical load. Concrete assum tlons: allowable shear with m P 0 under a 5V header. or beam, _ = 8 ndition t�1ASTM A307 threaded rod may be substituted for all 12" wide minimum fe of 2,500 psi, phi 0. 5 (co A) y a � n Bolf Holders rooves applications 4 I 9 - Is measured from the to of the washer to the brace a pll ) .9 G _ P 3t P With inside face of formwork. to of the footin ASTM A307 threaded rod may be substituted for braces where P 9 -for expanded tables and additional information; see holddown uplift at ailowble design shear is less than the A Allowable Uplift for307 Threaded Rod p Anchor Bolt Dia. In. Wind Seismic 7 g 149200 lbs. 11,500 lbs. 1 19,90. 0 lbs. F14,900 lbs. rn 0 - ao 0 V Z . Cd C ao o CO m 0 CQ m � o � o C c\2 a2' LIJ cd . 0 r\ u7 �0 z � to � � k CD A o M o (n 4 o rn 0 d- 0 •- ao w � 0 0 0 z H o � a m a Cn f- q a U T W w 2 O ' y� z F-1 . .:... • �:�• U oubl e nut an d d washer assembly 0 C3 Brace width C3 Ct C2 0 Footing width c C E o. 0 ao 0 Z � w C 00 o ,4 CO CO CO CO o a� Q) C W" .N ca 4-1 rX V LO �z� coCQ co o . A O 0 O Mcq o o rn 0 0 0 �- o w a� M LO � \_ N LO Z � O H a �a N w 5 � W a w N w � d I 1 Z I I . .. . I � I . . .I I. I I I � . . � I I � . . 1. I I � . I ... I— : . � � � �'. ''. - ''. I � . . . � � � . . 1. � . I I . . � I � - I . I . . I ., . . I . 1. . . � I 1. � . � . . . . . . . . , , I . I I . . I . . I - I . ,� I . . . I . . . . . I �. I . . .� � . I � I . I li .1 � . . I . . � . � I � . . I : I . . . . . I . � � � . ., I I . . . I � I I . I . I I . . . . .. � I . . I . � . . . . I I .. . . . I . . . . . . I.. . . . I . . . . . I . I . . 11. I . I . � . I I . . . I I I . I .. . . . . I I . . I . � . � . . I � i .. I � 1, I � 1, I . 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