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HomeMy WebLinkAboutPermit M04-117 - MCCLUNG RESIDENCEMCCLUNG RESIDENCE City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600923 Address: 13210 37 AV S TUKW Suite No: Tenant: Name: MCCLUNG RESIDENCE Address: 13210 37 AV S, TUKWILA WA Owner: Name: MCCLUNG STEPHEN M +DEBRA L Address: 25432 163RD PL S, KENT WA Contact Person: Name: STEVE MCCLUNG Address: P.O. BOX 7426, KENT WA Contractor: Name: S L M CONSTRUCTION INC Address: P.O. BOX 7426, KENT, WA Contractor License No: SLMCOI *985L4 DESCRIPTION OF WORK: NEW HVAC SYSTEM FOR NEW SINGLE FAMILY RESIDENCE. WORK TO INCLUDE: VARIABLE SPEED GAS FURNACE; PROGRAMMABLE THERMOSTATE; REGISTERS; RETURN AIR GRILLES; DUCTWORK; LOW VOLTAGE AND GAS PIPING; WATER HEATER Value of Construction: $6,400.00 Fees Collected: $83.56 Type of Fire Protection: N/A Uniform Mechnical Code Edition: 1997 Permit Center Authorized Signature: The granting of this permi regulating constructio,4 h= Signature: 1111s Print Name: S/-6 Li c__ ‘/4 C ( G"' doc: Mech MECHANICAL PERMIT I hereby 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. not presume t• • ive authority to violate or cancel the provisions of any other state or local laws performanc- • rk. I am authorized to sign and obtain this mechanical permit. - Date: / Z / -- "/ This permit shall become null and void if the wdi is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. M04 -117 Permit Number: M04 -117 Issue Date: 10/21/2004 Permit Expires On: 04/19/2005 Phone: Phone: 253- 639 -9034 Phone: 253 639 -9034 Expiration Date: 06/24/2006 Date: /J r u —ey Printed: 10 -21 -2004 Parcel No.: 7340600923 Address: 13210 37 AV S TUKW Suite No: Tenant: MCCLUNG RESIDENCE City of Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Number: M04 -117 Status: ISSUED Applied Date: 06/ 24/ 2004 Issue Date: 10/21/2004 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 5: 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. 6: 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. 7: 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. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296- 4932). 9: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 10: 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. doc: Conditions * *continued on next page ** M04 -117 Printed: 10 -21 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions 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 provision of any regulating construction or the performance of work. Signature: Print Name: doc: Conditions of law and ordinances other work or local laws Date: /o ' 2 / —vy M04 -117 Printed: 10 -21 -2004 . J OL • N • LLi W 0; • � g`. • • Wt p— r • • O�i 2 Site Address: 7 Tenant Name: Property Owners Name: ,1 ewe- 144 Le.„ L l c /i Mailing Address: PO /3 v lc ` '.' & 6 Name: Mailing A ddress: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print ** King Co Assessor's Tax No.: 73 C DO F2 3 Suite Number: Floor: New Tenant: ❑ .... Yes El ..No Ci State 7 4) t ' Day Telephone: 7S-3'- G 3 9'cD3 33 7 Z 4 44 w4 - 9F V City State Zip E -Mail Address: 5 W -C 4 e CiJ .KC_u Y tt.ke_t Fax Number: '75 - 3 cf- 6 7 Z L Company Name: Mailing Address: Company Name: Mailing Address: FRAIL' CONT RACTOR4 1 FORMA' 0 1-IL Contact Person: ' - 1211(--6 . Day Telephone: 0..C 6 39 - 9 "3 E -Mail Address: 1-14(...-c- 644 cc Fax Number: S 9 ` ‘ 7 Z c Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** HITECT OF; RECOP ll plat* must be wet stain Company Name: kek pt t a ezrt t 4e 4-s Mailing Address: / YS // 55 / r"" �t Contact Person: 66;'4 bt 7 S te, E -Mail Address: K$'" - pc ?Y31t St✓ flit- 57` L'�t!�r• s' , S/-e (*.Le e" Contact Person: E -Mail Address: "/V �-- I e 0 City City Day Telephone: 1 7 1 2 ' 6 y/' 5 Fax Number: 1 (a 5 -- 6 5 / GINEER OF RECORD ail plans must be wet stamped by En eerof Record rte a • 9Fo c Y25' State Zip Day Telephone: ! 2 ' 6 ` / I ' 5 3 z Fax Number: YZs 6 5 - 3 ( 5- - City L)O ? —a c t i z State Zip State Zip - evnix+ c�,;, Ai,. RR�t', •.xt; :.�ai�l��:w�w, *:n�;r� =:s ,-" xs ,. ;.�. .;.c�'�1rc ,iii+ ,..`..":'1•. �: =K:S:S 1 fit': Y';J�! f Valuation of Project (contractor's bid price): S /p t2 " "' Existing Building Valuation: Scope of Work (please provide detailed information): /MS kV KJ e"` 6 Will there be new rack storage? ❑..Yes ❑...No If "yes ", see Handout No. for requirements. rovide.Al1 Building Areas in Square Footage Below. 1" Elaor `' 2°a, Flood '; asement :,Accessoy Structure! Attached Garage: '. Detached Garage:: Attached Car Detached ;:Covered Dec lineovered' Addition to Existing Structure qt 9 /3Z /p Type of Construction - per UBC 3 tero 5 ;'Type of Occupancy per . =' UBC R3 R3 R3 PLANNING DIVISION: p L Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) / 4 /1 0 '!"f *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0.... Yes 0 -No . If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ . Sprinklers ❑..Automatic Fire Alarm Ill . None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes .. No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x I 1 paper indicating quantities and Materi Safety Data Sheets. Scope of Work (please provide detailed information): 44 LIP :WORKS PERMITINFO Water District ❑ .. Tukwila ❑ .. Water Availability Provided .. Total Cut Total Fill s ubmitted with Application (mark boxes which apply): . Civil Plans (Maximum Paper Size — 22" x 34") .. Technical Information Report (Storm Drainage) ❑ .. Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): Q .. Right -of -way Use - Nonprofit for less than 72 hours Q .. Right -of -way Use . No Disturbance Q .. Construction/Excavation/Fill - Right -of -way Non Right -of -way ic 7 ,50 / Permanent Water Meter Size... 5/e Q .. Temporary Water Meter Size.. Q Water Only Meter Size Sewer Main Extension Public .. Water Main Extension Public — 1$...Water District #125 cubic yards cubic yards .. Sanitary Side Sewer ❑ .. Abandon Septic Tank �❑ .. Cap or Remove Utilities 0 .. Curb Cut Q .. Frontage Improvements ❑ .. Pavement Cut Q .. Traffic Control ❑ .. Looped Fire Line 0 :. Backflow Prevention - Fire Protection " Irrigation Domestic Water Of 1f It WO# WO# WO# Private Private 3301 Call before you Dig: 1- 800 -424 -5555 0... Highline Q .. Renton Please refer to Public Works Bulletin #1 . for fees and estimate sheet: Sewer District r Q .. Tukwila t...ValVue 0 ❑... Renton .. Seattle Q .. Sewer Use Certificate ...Sewer Availability Provided ❑... Approved Septic Plans Provided Y septic system, copies septic design approval by King County Department. ❑ .. Septic System - For onsite se tics stem, provide 2 co tes of a current ae tic deli n a royal b Kin Coun Health De Geotechnical Report ❑... Maintenance Agreement(s) 0... Right -of -way Use - Profit for less than 72 hours 0... Right -of -way Use — Potential Disturbance ❑... Work in Flood Zone 0... Storm Drainage ❑...Traffic Impact Analysis ❑...Hold Harmless 0... Grease Interceptor ❑... Channelization 0... Trench Excavation 0... Utilit Undergrounding ❑ .. Deduct Water Meter Size " FINANCE INFORMATION Fire Line Size at Property Line ❑ .. Water ❑ .. Sewer Monthly Service Billing to: Name: `Mailing Address: Water Meter Refund/Billing: Name: ;Mailing Address: Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Z ip 'Unit. Type: ' Qty Unit Type: Qty Unit Type: c Qty Boiler /Compressor: ,.. Qty Fumace<100K BTU 1 Air Handling Unit >= 10,000 CFM Other Mechanical Equip ent 0 -3 HP /100,000 BTU Fumace>IOOK BTU Evaporator Cooler W � L.,,,�/ / 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan f 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent I Hood j 50+ HP/I,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind • CHANI AL'PERMITI.INFORMATION. `:.206-43 =36` MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): Scope of Work (please provide detailed pC0 S e C . v 77.E '-IM ° 5 Low �/o /At ler <v d a $ � inform /ion): / Pro auk UG rt c4 .9. r_s /'r / e csts ! e. r,__ Q Indicate type of mechanical work being installed and the quantity below: Signature: Date Application Accepted: Print Name: M Mailing Address: P o 7 '2t City State Zip "Vlify •A• Use: Residential: New ....' Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas.. Other: . L.ICATION icabie;to a i ; in this appil Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY E LAWS OF E STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE : •..• TH • RIB %L NT: Date: ay Telephone: 753 -(3- ! e).37 Lt.) iroY City State Zip Date Application Expires: /_ Staff Initials: SeS 2 0O too W_ t-- W u _ E2 v ? : I— O Z ~' U O N' 0 1—. W W IL b UI Z UN Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600923 Permit Number: M04-11.7 Address: 13210 37 AV S TUKW Status: APPROVED Suite No: Applied Date: 06/24/2004 Applicant: MCCLUNG RESIDENCE Issue Date: Receipt No.: R04 -01437 Payment Amount: 83.56 Initials: SKS Payment Date: 10/21/2004 03:24 PM User ID: 1165 Balance: $0.00 Payee: S L M CONSTRUCTION INC TRANSACTION LIST: Type Method Description Amount doc: Receipt Payment Check 5859 ACCOUNT ITEM LIST: Description MECHANICAL - RES PLAN CHECK - RES RECEIPT 83.56 Account Code Current Pmts 000/322.100 66.85 000/345.830 16.71 Total: 83.56 6025 10/22 9716 MAL 2129.59 Printed: 10 -21 -2004 :F t: Type of Inspection: ,n� � ri ss: Date Called: / c . - � S pecial I nstructions: Date Wanted: nn �-- l t �V � a�.m . 'r.. ".1 Requester: + Q Phone No: ho l- S -- ,Q42/ ` - 57 - 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 '(206)431 -3670 N Approved per applicable codes. El Corrections required prior to approval. COMMENTS: "7)7 ;7 .0 -7 44' dk ,j;9 Date: J / „re.. "' in k / / /F .00 REINSPECTION f EE REQUIRED. pi or to inspection, fee must be P aid at 6300 Southcenter Blvd., Suitet Call to sechedule reinspection. ;Receipt No.: 'Date: eVif• .4..r."4-3 ',dHi�ya� ^.tv.11�m irnu+a.; ::.: - -- PER NO 1., ,o Projec • ( 111 Type of In . ction: Addres i Date C II d �Z Special Instructions: '" Date Wanted: _ 1 l — /g - O /phi t Requester: Phone No: INSPECTION RECORD Retain a copy with permit /) INSPECTION NO. PE N O. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: (-- Date: r ---- $58.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: S: 1.\ s ect o � v 1 S ` t h cf. c tC C1 u COMMENT a i c i --t 1 tr• ('4VG t - P -1 4 t tv.,51\ voct ..e W`? 2_} Mcdpr 12.-f d a G r Ir r r v t i\-etL bin_ l \ - \ r � Y rA- � V ri -cv S� q ■ v-- C,�uc, - 4 ' Address: 1 . . I0 37 3•) l ivvr✓ nos -I a-F (4 J re f' c4r ∎ ea, ! o p prow.( Y'•r i h7cf L u )e tt ( O tM t vs `\--; c i.,, G} ( o l a' v1 , i�t� / v^ t k i � ` �■ .n ')-" c)" 'C l oci✓' Date Wanted: -". I S -05" a.m. p.m. Requester: Project: vtCC Iv j t`,( Type of Inspectioa�1 I - C� I vN Address: 1 . . I0 37 4U c Date Called: Special Instructions: Date Wanted: -". I S -05" a.m. p.m. Requester: Phone No Z'. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. Inspector: INSPECTION RECORD Retain a copy with permit El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: (206)431 -3670 'Date: 3 _ is- Proo��/e7/cttt: (14/ Type of Ins ction: . // /1 Address: - . - 3)• . .y. Date Called: 31 0 5 Si �� jja).t ) e� 1al Instructions: Date Wanted: 3 f I /051 p.rr;. . Requester: p 'M it' 4'c'— 0 f -q57 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (206)431 -3670 O i . ? .G 7 be r air - i d ; 17' Aze Inspector. • (Date: //e__ Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: (Date: S June 30, 2003 Steve McClung SLM Construction, P.O. Box 7426 Kent, Washington ■.■ These plans lab!~ l bcri l lgiesCd 1 Vtfre l cublic Works Department !QlrctdnlbtrtnIneeswith current City standltrdEhAfteptaMai>t ISUbjeanto 9ernotn and omissions which do not authorize violations of adopted standards or ordinances. The r spondbilty for the adequacy of the design tau totally with the designer. Addition, deletions or revisiooa q these drawings after this due will veld this acceptance and will regniu t ,seubmaittal of tested drawi>ap for subsequent appeoraL Inc. Final acceptance is subject to field bond= 98Aht Public Waits tuilitks inspectors Date: CL_ L.- .w.5,6 e' vi o -o i• o� PILE COPY O nica onsultation Property Development Tax Parcel No. 7340600923 Tukwila, Washington ICE File No. 0473 -001 ~� INTRODUCTION This report summarizes Icicle Creek Engineers' (ICE's) geotechnical consultation regarding the construction of a new house on Tax Parcel No. 73406009'23 in Tukwila, Washington (referred to in this report as the McClung Property). Tax Parcel No. 7340600923 is a 0.27 acre property located along the east side of 37th Avenue South about 100 feet south of the intersection with South 138th Street. Our services have been completed in general accordance with our Confirming Agreement dated December 13, 2003 and were authorized by Steve McClung on June 18, 2003. The location of the McClung Property is shown relative to surrounding physical features on the Vicinity Map, Figure 1. PROJECT DESCRIPTION We understand that a single- family residence is planned in the north portion of this property as shown :on the Schematic Site Plan, Figure 2. Specific details regarding the house are not known at this time. However, Mr. McClung indicated that the house would be a two- level, wood -frame structure with a daylight basement, similar to other houses in the property area. REGULATORY ISSUES We understand that the City of Tukwila informed Mr. McClung that the property contains a "Sensitive Area" associated with "Areas of Potential Geologic Instability." Areas of Potential Geologic Instability are defined by the Tukwila Municipal Code (TMC), Chapter 18.45.020E as follows: 1) Class 1 areas, where landslide potential is low, and which slope is less than 20 %; 2) . Class 2 areas, where landslide potential is moderate, which slope is between 20% and 40 %, and which are underlain by relatively permeable soils; 3) Class 3 areas, where landslide potential is high, which include areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 %.; 4) Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope. DCA1-1/9 230 NE Juniper Street, Suite 101 • Issaquah, WA 98027 -2519 • www.iciclecreekengineers.com • (425) 427 -8187 phone • (425) 427 -6629 fax Steve McClung SLM Construction, Inc. June 30, 2003 Page 2 According to TMC Chapter 18.45.020.F.1., "An applicant for a development proposal that includes sensitive areas shall submit those studies as required by the City to adequately identij5) the sensitive area and its buffers." According to TMC Chapter 18.45.040.A.3., a "Sensitive Area Buffer" for Areas of Potential Geologic Instability is intended to "a. Protect slope stability; b. Provide erosion control and attenuation of precipitation surface water and stormwater runoff. c. Reduce loss of or damage to property; and d. Preserve the natural character or wooded hillsides where they exist." SCOPE OF SERVICES The purpose of our services was to evaluate the shallow soil and ground water conditions and observe steep slope areas as a basis for providing; 1) recommendations for building setback/buffer from steep slope areas; and, 2) preliminary geotechnical recommendations for building development. The services provided by Icicle Creek Engineers included the following: • Perform a geologic reconnaissance of the site with particular emphasis on the steep slope areas. • Evaluate subsurface soil and ground water conditions by observing the excavation of two test pit explorations. • Comment on the present stability of steep slope areas and the effects of the proposed construction on future slope stability. • Recommendations for building setback/buffer from steep slopes, if appropriate. • Provide preliminary recommendations for site preparation and grading. • Provide preliminary recommendations for foundation support of the structure including recommendations for shallow spread footings and evaluation of potential settlements. • Provide preliminary recommendations for subgrade walls. • Provide preliminary recommendations for site drainage, especially with regard to erosion and potential adverse impacts on slope stability. SITE DESCRIPTION SITE GEOLOGY The surficial geology at the site has been mapped by the U.S. Geological Survey (USGS — Waldron, Liessch, Mullineaux and Crandall, 1962, "Preliminary Geologic Map of Seattle and Vicinity, Washington ") as "Undifferentiated deposits of Pleistocene Age ". Undifferentiated deposits of Pleistocene Age consist of glacial and interglacial silt, sand, gravel and till and are typically in a hard of very dense condition as a result of being overridden by nearly 3,000 feet of glacial ice during the last ice age which occurred about 13,000 to 15,000 years ago. SURFACE CONDITIONS Our surface reconnaissance of the McClung property was completed on June 13, 2003. The McClung property is rectangular, measuring about 140 feet north -south and about 82 feet east -west as shown on Figure 2. The center of the property is crossed by a shallow swale containing a "ditch" that flows from west to east. As previously mentioned, the house site is in the north portion of the property with the intent of avoiding any development in the central and south part of the property where the swale is generally located. The north portion of the property is nearly level for about 10 to 20 feet from the edge of 37th Avenue South, then steepens to about a 30 to 50 percent grade for about 30 feet where the slope flattens to about a 5 percent grade for the east portion of the property. The central portion of the property contains the Icicle Creek Engineers 0473001/063003 Steve McClung SLM Construction, Inc. June 30, 2003 Page 3 east -west swale with adjacent slopes inclined at about a 20 to 30 percent grade. The south portion of the property levels somewhat with slopes ranging from a 5 to 30 percent grade. The property is vegetated with scattered deciduous trees (maple and alder) and brush (blackberry vines and other native brush and grass). Concrete rubble occurs in local areas along the west side of the property bordering 37th Avenue South. A wire fence parallels the east and south property lines. The McClung Property is bordered by residential development to the north, east and south, and 37th Avenue South and residential development to the west. We did not observe evidence of slope instability or adverse erosion on the McClung Property. Slope instability and adverse erosion are typically manifested by groups of leaning or toppled trees, hummocky topography or bare soil scarps or gullies. No surface water was observed on the McClung Property at the time of our reconnaissance. As previously mentioned, the ditch that crosses the center of the property appears to carry surface water during periods of heavy rain. No springs or seepage were observed on the sloping areas . of the site. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored by excavating two test pits (Test Pits TP -1 and TP -2) to a depth of 4.5 and 10 feet, respectively, on June 13, 2003 using a track - mounted excavator. The test pits were continuously monitored by a geological engineer from our firm who examined and classified the soils encountered, observed ground water conditions, obtained soil samples, and prepared a detailed log of each test pit. An explanation for the test pit logs is presented in Figure 3. The test pit logs are presented in Figure 4. Soil conditions observed in our test pit explorations encountered relatively similar conditions. Test Pit TP -1 encountered about 4 inches of "forest duff' (decayed leaves and wood debris) underlain by fill consisting of very soft to soft silt with a trace of sand and abundant roots to a depth of about 4 feet. Underlying the fill is medium stiff to stiff silt with occasional fine gravel to a depth of about 7.5 feet underlain by very stiff to hard silt (native, undisturbed soil). No ground water was observed in Test Pit TP -1. Test Pit TP -2 encountered about 4 inches of forest duff underlain by fill consisting of very soft to soft silt with a trace of sand and abundant roots to a depth of about 2 feet. The fill was underlain by very stiff to hard silt (undisturbed native soil) to the completion depth of the test pit at 4.5 feet. No ground water was observed in Test Pit TP -2. AREAS OF POTENTIAL GEOLOGIC INSTABILITY As previously described, the City of Tukwila has indicated that the McClung Property contains Areas of Potential Geologic Instability. Based on our surface reconnaissance and subsurface explorations, Class 1 and Class 3 Areas of Potential Geologic Instability occur at the McClung Property as shown on Figure 2. CONCLUSIONS AND RECOMMENDATIONS AREAS OF POTENTIAL GEOLOGIC INSTABILITY We did not observe surficial physical evidence of active landsliding or adverse erosion in the areas of the McClung Property that are within Class 3 Areas of Potential Geologic Instability. We understand that the development plans include constructing the house as a daylight basement that crosses the north- central portion of the McClung Property. For this reason, a "buffer" is not possible because the house will be situated within the Class 3 Area of Potential Geologic Instability. In our opinion, the house and yard can be constructed such as to maintain or enhance the stability of this area provided that the recommendations presented in the following sections of this report are implemented. Icicle Creek Engineers 0473001/063003 Steve McClung SLM Construction, Inc. June 30, 2003 Page 4 Icicle Creek Engineers SITE PREPARATION AND EARTHWORK Site preparation for the house should commence with the stripping of vegetation in the new house and driveway areas. We expect the stripping depth to be about 0.5 to 1 foot during dry weather conditions unless excessive disturbance is caused by the clearing operation. Stripping to a greater depth can be expected if clearing is done in wet weather or where soft soil fill is encountered. After stripping, all areas at or below grade of the improvement areas should be scarified, conditioned to the proper moisture content for compaction, and then compacted to at least 95 percent of the maximum dry density (MDD). In this report, MDD refers to the maximum dry density determined by the ASTM D 1557 compaction test procedure. During compaction, the subgrade, especially where wet soils are encountered, should be inspected for evidence of soft soil or weaving. Any wet areas should be drained and any soft areas should be conditioned to the proper moisture content before further compaction. All new fill in building areas and driveway fill areas should be placed as compacted structural fill. Structural fill material should be free of debris, organic matter and rock fragments larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the material. As the amount of fines (material passing the U.S. Standard No. 200 sieve) increases, the soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. It is possible that fill may be added to the site in order to level areas adjacent to the new house. In our opinion, fill can be placed in this area without adverse impacts to slope stability provided that this fill does not exceed a thickness of 5 feet and that the fill is "keyed" into the slopes that are inclined 4H: 1 V (horizontal to vertical) or steeper. The "keys" consist of a series of level benches about 6 to 8 feet wide cut parallel to the slope. Fill should not be placed over existing soft fill Structural fill should be compacted to at least 95 percent of the MDD. Driveway fill and utility trench backfill should be compacted to at least 90 percent except the upper 2 feet that should be compacted to 95 percent of the MDD. Fill in yard areas should be compacted to at least 90 percent of the MDD. We recommend that structural fill be placed in loose layers of not more than 10 inches in thickness, conditioned to the proper moisture content for compaction, and compacted with the appropriate equipment. Each lift should be compacted to the specified degree before placing subsequent layers. FOUNDATION SUPPORT The proposed house may be satisfactorily supported on conventional spread footings provided they are constructed in accordance with the recommendations outlined below. We recommend that footings be founded on the very stiff to hard undisturbed native soil or on structural fill. We recommend that continuous and isolated square footings have minimum widths of 18 and 24 inches, respectively. The footings should be a minimum of 18 inches below the adjacent grade. Footings may be designed using an allowable soil bearing value of 2,500 pounds per square foot (psf). This value applies to the sum of all dead and long -term live loads, exclusive of the weight of the footing and any backfill above the footing. For total loads including wind or seismic, a one -third increase in the recommended value may be used. In preparing footing excavations in the native soil, care should be taken to avoid loosening or softening the bearing surface soils, particularly during wet weather. During wet weather, footings excavated in soil should be excavated, formed and poured the same day or be protected by a layer of lean concrete 1- to 2- inches thick placed on the prepared footing subgrade. We estimate that settlements of footings, founded as described above, will be less than one -half inch. 0473001/063003 Steve McClung SLM Construction, Inc. June 30, 2003 Page 5 Icicle Creek Engineers FLOOR SLAB SUPPORT Any slab -on -grade subgrades should be prepared in accordance with the previously described site preparation and structural fill recommendations. In addition, we recommend that the subgrade surface be compacted such that a minimum compaction of 95 percent of the MDD is achieved before placing any structural fill or the capillary break. We recommend a minimum of 4 inches of sand and gravel containing less than 5 percent by weight passing the U.S. Standard No. 200 sieve based on that fraction passing the' /4 -inch sieve be placed beneath the floor slab to provide uniform support and a capillary break. A vapor barrier and/or waterproofing should be provided if there is a potential for surface or shallow ground water to occur or migrate under the slab. SUBGRADE WALLS Basement (subgrade) walls will be used for a portion of the house. The lateral soil pressures acting on subgrade walls will depend on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, and the inclination of the backfill behind the wall. For walls that are free to yield at the top at least one - thousandth of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. We recommend that yielding walls supporting a horizontal backfill surface be designed using an equivalent fluid density of 35 pounds per cubic foot (pcf). Similarly, nonyielding walls should be designed using an equivalent fluid density of 55 pcf. These lateral soil pressures do not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. All backfill for a minimum lateral distance of 18 inches from the face of the wall should consist of clean granular soil containing no more than 5 percent by weight of material passing a U.S. Standard No. 200 sieve. The granular backfill should be compacted to between 90 and 92 percent of the MDD. The backfill behind the wall must not be overcompacted in order that excessive lateral pressures do not develop. A small hand- operated or self - propelled vibrating plate compactor should be used within 3 feet of the wall. Subgrade walls should be provided with positive drainage systems to collect and remove ground water and to prevent the buildup of hydrostatic pressures against the wall. Perforated drainpipe having a diameter of at least 4 inches should be placed within the granular backfill along the entire length of the base of the wall. The drainpipe should discharge into an appropriate tightline collection and disposal system. Free - draining sand and gravel should be used to backfill subgrade walls. Lateral forces may be resisted by a combination of passive earth pressures on buried portions of the structure and by friction on the base of foundations. We recommend that passive resistance be computed using an equivalent fluid density of 225 pcf for a horizontal ground surface. Base friction may be calculated using a friction coefficient of 0.35 applied to dead loads. These passive equivalent fluid density and friction coefficient values both include a factor of safety of about 1.5. EROSION CONTROL AND DRAINAGE CONSIDERATIONS The soils on the site have a moderate to high potential for erosion. Most of the surficial soils on the site will have a high erosion potential if disturbed by construction activities. Erosion control measures should be taken including proper control of surface water runoff, use of straw bales or appropriate geotextile filters and temporary sedimentation basins. Erosion control measures should comply with local requirements and guidelines. All grading must be accomplished to avoid concentration of runoff onto fill or natural slopes. We recommend sloping the ground surface away from buildings. Roof downspouts must be tightlined to an approved disposal area or otherwise discharged to avoid adverse affects to slopes or downslope properties. 0473001 /063003 Steve McClung SLM Construction, Inc. June 30, 2003 Page 6 Roof drains should be connected to a tightline collection and disposal system that is separate from the footing drain. We recommend that perimeter footing drains be installed adjacent to the outside footings of the new house. These drains should consist of 4 -inch perforated smooth- walled pipe bedded in at least 6 inches of free - draining sand, sand and gravel, or pea gravel, with the base of the pipe at the base of the adjacent footings. The bedding should be enclosed within a non -woven geotextile fabric to prevent infiltration of fines from the native soil. The pipe should be placed with the perforations down. The perforated pipe should be connected to a tightline collection system that discharges away from all house, yard and steep slope areas. USE OF THIS REPORT We have prepared this report for use by SLM Construction, Inc. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. When the design for the proposed development has been finalized, we recommend that the final design and specifications be reviewed by ICE to confirm that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unexpected conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranties or other conditions, express or implied, should be understood. oc Aetii: larafiAMIk N Three copies submitted Attachments We trust this report meets your present needs. Please call if you have any questions concerning this Icicle Creek Engineers * * * * * * * * * * * * * * * * * * ** rEXp1REs fi) Yours very truly, Creek i gineers, Inc. Brian R. Beaman, P.E., L.G. Principal Engineer /Geologist 0473001/063003 c) Z i g g r i rtf l t i\lij ki 'z' I111'Itll ?d� t 1=-1!•.. �� � G. IIII IIIIIIIIII *JAI •1, ®II' 111 n11<Ip t : it ►` ' ..e_:_ �I1'rtGL 4, ,' .a - --, ^ .� �IIIIIai'!Il.rl 7� 11s= am f4fi'Ul11110t''i11e F '6,` I ti 111.I1i'IIIIIICIt, 1111 /_.A+ ♦\ N I I IIII'rir9p - - - ; „ I.,ir tt I `.g VI 1i�� 11111 1N.��iAll�il�h. 1 =I 10,1 1111 if J� i : i►l9 i,' u p X1111 1 `` "```� /i /i ce .., t111, \' , illuilC-1 VI Sewage, ! a �606� , I l • 1It j; "! .1111A_a:mdmli 4 7 1 . 11<.W,T,rtrite) r — ji®14F,11 ik= 44 IIL'^ : ! I, 1111 1 .1!4 41V;, >!4( ' ��L 1, 11� W \,VI:i.Iiiii(5 , :`1�• ��Illi • IP!".., 111 : 11 al! hi ti'i t4: r1 J! McClung Property 0.0 0.5 1.0 m W U MN 18 %° Icicle Creek Engineers 3.5 miles 0 1 2 3 4 5 k Printed from TOPOI @2001 National Geographic Holdings (www.topo.com) Vicinity Map - Figure 1 NOTES: 1 ) Prcperty outline based on Tax Lot No. 7340600923 record ss available at 2) Property details based onItel i d observations nvironmental services. Areas of Potential Geologic Instability* 2=a Class 1 Area (where landslide potential is low, and which slope is less than 20 %) Class 3 Area (where landslide potential is high, which Include areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more than 40 %) Based on Tukwila Municipal Code, Chapter 18.45.020.E. MAJOR DIVISIONS Soil Classification and Generalized Group Description Coarse- Grained Soils More than 50% retained on the No. 200 sieve GRAVEL ° More than 50% of coarse fraction retained on the No. 4 sieve CLEAN GRAVEL GW Well - graded gravels GP Poorly-graded gravels GRAVEL WITH FINES GM Gravel and silt mixtures GC Gravel and clay mixtures SAND More than 50% of coarse fraction passes the No. 4 sieve CLEAN SAND SW Well- graded sand SP Poorly- graded sand SAND WITH FINES SM Sand and silt mixtures SC Sand and clay mixtures Fine- Grained Soils More than 50% passing the No. 200 sieve SILT AND CLAY Liquid Limit less than 50 SILT AND CLAY Liquid Limit greater than 50 INORGANIC ML Low - plasticity silts CL Low - plasticity clays ORGANIC INORGANIC OL MH amity organic silts Low plstc and organic clays High - plasticity silts CH High - plasticity clays ORGANIC OH High - plasticity organic silts and or anic cla s Highly Organic Soils Primarily organic matter with organic odor PT Peat Component Size Range Boulders Greater than 12 inch Cobbles 3 inch to 12 inch Gravel 3 inch to No. 4 (4.78 mm) Coarse 3 inch to 3/4 inch Fine 3/4 inch to No. 4 (4.78 mm) Sand No. 4 (4.78 mm) to No. 200 (0.074mm) Coarse No. 4 (4.78 mm) to No. 10 (2.0 mm) Medium No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt and Clay Less than No. 200 (0.074 mm) Soil Moisture Description Dry Moist Wet Absence of moisture Damp, but no visible water Visible water Soil Moisture Modifiers Unified Soil Classification System ' Notes: I) Soil classification based on visual classification of soil in general accordance with ASTM D2488 -90. 2) Soil classification using laboratory tests is based on ASTM 02487 -90. 3) Description of soil density or consistency is based on interpretation of blow count data and/or test data. Soil Particle Size Definitions Icicle Creek Engineers Soil Classification System - Figure 3 `Depth Soil Group (feet) (1) I Symbol (2) Test Pit Description (3) { Y 0.0-03 03-4.0 7.5 - 10.0 Forest duff ML Brown SILT with a trace of sand and abundant roots (very soft to soft, moist) (fill) ML Brown SILT with occasional fine gravel (medium stiff to stiff, moist) (weathered soil) ML Mottled brown and gray SILT (very stiff to hard, moist) (undisturbed native soil) Test pit completed at 10.0 feet on 06/13/03 Disturbed soil samples obtained at 3.0 and 6.0 feet Slight caving of test pit walls observed from 0 to 4.0 feet No ground water seepage observed rr R1y. • 1 f Yt 1�;t sue; . I 0.0 - 0.3 0.3 - 2.0 2.0 - 4.5 • ML ML Forest duff Brown SILT with a trace of sand and abundant roots (very soft to soft, moist) (fill) Mottled brown and gray SILT (very stiff to hard, moist) (undisturbed native soil) Test pit completed at 4.5 feet on 06/13/03 Disturbed soil samples obtained at 1.0 and 4.0 feet Slight caving of test pit walls observed from 0 to 2.0 feet No ground water seepage observed Icicle Creek Engineers 0473001.testpitlogs /062103 Test Pit Logs - Figure 4 • Z ; t 2 J U U0, co W UJ — I 2 W O LL Q; CO 3 : Z p . F- O z f- D 1- W w — O Ij Z N , O z Kappler Architects P.S. VERSION 47.1.1 INCLUDES $ STORY Lateral Analysis for: LATERAL DESIGN PER 1997 UBC SITE_CRITERIA WIND EXPOSURE r- _. r WIND SPEED IN MPH EARTHQUAKE ZONE SOILS TYPE WEIGHT ADDITIONAL SURCHARGED LOAD (le.snow) CONSTRUCTION CRITERIA BUILDING FOOTPRINT ROOF PITCH (over the majority of the upper roof) BUILDING GROUND FLOOR FOOTPRINT AREA (for rho factor) UPPER FLOOR SF, PLATE HT. MAIN FLOOR SF, PLATE HT. LOWER FLOOR SF, PLATE HT. OTHER SF, LONG / SHORT WALL WEIGHT ROOF CONSTRUCTION WEIGHT FLOOR CONSTRUCTION WEIGHT EXTERIOR WALL CONSTRUCTION WEIGHT INTERIOR WALL CONSTRUCTION SAIL AREA PLF FOR PERIMETER OF BUILDING UPPER FLOOR WALLS 81 ROOF (Roof + 1/2 Upper Floor) MAIN FLOOR WALLS (1/2,.11 Lc vak(1 /2 M CODE COM VnIME OCT a 0 2004 ,ity Of T okwila DIVIMON • 0407121 1997 -18 Lateral analysis worksheetl.xls ii Job No. Date Date 0111111119 rime ivy. 0 per Floor +1 /2 Main Floor) In Floor +1 /2 Lower Floor) 1/2 Floor) KAPPLER ARCHITECTS BELLEVUE, WA 425 -641 -5320 ._NNI; S. It:' . STATE OF WAS HINGTC 04071,01 1/3/2008 7 004 04071.01102161.05 SLM Construction Customized Plan 02151.05 XXX 37th ave S. Tukwila, WA FILES SF Long Wall Note: For portions described in these calculations only. See drawing sheets SD -1 and SD -2 for all details, schedules and S -1,S -2 etc.. Fom shear wall locations. Calulations are for pneumatically driven nails 0 .113 shank dia. DESIGN CRITERIA AND BUILDING DESIGN 'PARAMETERS B 3 0 .38.., , _ _ 0 44 6 1425 12 16 10 8 9.0 9.0 10.6 0.0 66RREcTioN NOT VALID UNLESS "WET STAMPED" 'B' Default 80 MPH Default 3 Default (sd) Default (table 16 Q) 0 PSF Default 75 % Reduction Short Wall /12 SF 12 PSF Default 15 PSF Default 10 PSF Default 8 PSF Default 44 1 Short Wall 0 MKKIL AUG 2 fY2014 p �R�ll�"�j� CR 8/5/2004 PAGE 1 WALL HEIGHT Ce Cq qs Iw 139 0.00 0-15' P= 0.62 1.3 16.40 1 13.22 PSF 20' P= 0.67 1.3 16.40 1 14.28 PSF 25' P= 0.72 1.3 16.40 1 15.35 PSF 30' P= 0.76 1.3 16.40 1 _ 16.20 PSF 16.20 146 15.35 138 13.22 139 0.00 0 ; REDUNDANCY FACTOR (rho ") PER SECTION 1630 Reliability/Redundancy Factor: P = 2 - (20 / ( r max ((sq. root of An))) where: AB Ground floor area of structure r max = Max element - story shear ratio r max = r i / story shear r i = element story shear x Iw (10 / Iw) element shear Iw (LENGTH) r i = I 407 1 13.5 I P= VALUE USED Ce = 4 = Iw = r max = 0.18 DESIGN CRITERIA FOR WIND ANALYSIS WINp PER SECTION 1618 DESIGN PRESSURE: P = (Ce) (Cq) (qs) (Iw) where Ce = Exposure factor Cq = Method Factor qs = Wind Stagnation Pressure Iw = Importance Factor 0.62 1.30 16.40 1 therefore use WIND EQUIVALENT UNIFORM LOADING P = (Ce) (Cq) (qs) (Iw) 0407121 1997 -18 Lateral analysis worksheeti.xls r i story shear KAPPLER ARCHITECTS BELLEVUE, WA 425 -641 -5320 P= WIND FORCE TRIB.HEIGTH (P) Roof (Upper walls) 9.0 (P) Upper Floor (Main walls) 9.0 (P) Main Floor (Lower walls) 10.5 #N/A 0.0 4070 1 14005 I = VALUE USED As 1425 square root 38 Min =1.0 Max =1.5 EXPOSURE 0.62 Default for B exposure METHOD 2 1.3 Default for projected area method WIND SPEED 16.4 Default for 80 MPH PSF 40701 PLF SF *FT >r FT 1 FT * FT 8/5/2004 PAGE 2 } (P) Roof (Upper walls) 12 919 SF 11028 ADDITIONAL LOAD 0 919 SF 0 S / S EX. WALLS 10 88 8 7040 F / B -EX. WALLS 10 88 8 7040 INTER. WALLS 8 88 8 5632 Roof (Upper walls) 30740 29 891460 891460 0.4564 6392 Upper Floor (Main walls) 33497 20 669940 1561400 0.3430 4804 Main Floor (Lower walls) 35616.5 11 391781.5 1953181.5 0.2006 2809 (P) Upper Floor (Main walls) 15 919 SF 13785 S / S EX. WALLS 10 88 . 8 7040 F / B EX. WALLS 10 88 8 7040 INTER. WALLS 8 88 8 5632 TOTAL UPPER FLOOR WEIGHT ON MAIN SHEARWALLS 33497 (P) Main Floor (Lower walls) 15 1135 SF 8512.5 S / S EX. WALLS 10 88 11 9680 F / B EX. WALLS 10 88 11 9680 INTER. WALLS 8 88 11 7744 TOTAL MAIN FLOOR WEIGHT ON LOWER SHEARWALLS 35816.5 #N/A 12 0 SF 0 ADDITIONAL LOAD 0 0 SF 0 S / S EX. WALLS 10 0 10 0 F / B EX. WALLS 10 0 10 0 am 0 • DESIGN CRITERIA FOR SEISMIC ANALISYS EARTHQUAKE PER SECTION 1630 BASE SHEAR: Vb = (3.0 x Ca / R ) W where: Z = Seismic Zone factor R = Bearing Capacity Ca = Soils Capacity W= Total Seismic Dead Load VALUE USED Z= R= Ca = Rw= Rw= BUILDING LOADING DEAD LOADS 0.3 5.5 0.36 5.5 4.5 TOTAL. ROOF WEIGHT ON UPPER SHEARWALLS 0.3 Default 5.5 Default 0.36 Default Plywood Shear Walls GWB Shear Walls PSFI LONG WALL 'SHORT WALLS WEIGHT BASE SHEAR BASE SHEAR: Vb = (3.0 x Ca / R) W STORY SHEAR 0407121 1997 -18 Lateral analysis worksheetl.xls TOTAL. WEIGHT BASE SHEAR: Vb= W= TOTAL FLOOR FORCE: VI= 30740 # 99853.5 *load reduced by half due to plan configuration of front wall being concrete Not included in total 0.1964 99853.5 19608 WORKING STRESS WOOD DESIGN 1.4 f 14005 14 Wihl / sum WI hl (Plate Ht.) WI x hi sum HI x hi WIN Vi KAPPLER ARCHITECTS BELLEVUE, WA 425 - 641 -5320 2452860 14005 I# 8/5/2004 PAGE 3 SEISMIC EQUALENT UNIFORM LOADING F =V(W)(h)/total (W)(h) SEISMIC FORCE 952106.25 (F) Roof (Upper walls) (F) Upper Floor (Main walls) (F) Main Floor (Lower walls) #N /A WIND & SEISMIC UNIFORM LOADING COMPARISON SEISMIC FORCE (F) Roof (Upper walls) (F) Upper Floor (Main walls) (F) Main Floor (Lower walls) #N /A 92 101 • 125 0 #FT # # *FT WIND FORCE (P) Roof (Upper walls) (P) Upper Floor (Main walls) (P) Main Floor (Lower walls) #N /A Not Included In total 92 101 125 0 146 138 139 0 Shear Walls UPPER FLOOR WALLS MAIN FLOOR WALLS LOWER FLOOR WALLS WIND GOVERNS WIND GOVERNS WIND GOVERNS 146 284 423 #FT #FT * FT NOTE: DUE TO THE SLOPED ROOF CONFIGURATION, THE UPPER LOADS WILL BE REDUCED AT THE OUTER GRIDS (SLOPED ENDS ONLY) BY UP TO 40% TO COMPENSATE FOR THE REDUCTION IN SAIL AREA; SEE LOAD REDUCTION( %). THE LOAD WILL NOT BE REDUCED FURTHER THAN THE SEISMIC LOADING. ROOF DIAPHRAM CHECK TOP CHORD M= T=C= 2 -2X4 10.5 ,. 33323 2 -2X6 16.5 21205 16d 108 1.33 SHEAR AT BASE ANCHORAGE 1/2' DIA. AB 550 1.33 MIN BOLT SPACING 5/8' DIA. AB 790 1.33 MIN BOLT SPACING 0407121 1997 -18 Lateral analysis worksheetl.xls r 144 #/NAIL 1523 #FT 15395165 349890 ALOW.Ft= 525 1.33 7321 10511 # /BOLT 2.6 FT O.C. #/BOLT 3.7 FT O.C. KAPPLER ARCHITECTS BELLEVUE, WA 425 -641 -5320 2436 NAILS 6981 #FT # FT * FT # # 0 F # # OK 8/5/2004 PAGE 4 0 O ' to 0 WWi J ' N L W 0, ll. Z I- a W ~` 0 : `O y i :01 , W. 11 I—' Z , Ill w . O l I 16 16 4 0 6.5 0 6.5 0 4 0 0 67 Kam" ,I i s Mo= WaII(DL) Roof(DL) Mr= T =C lEQUIRED #DIV /0l 2133 #DIV /01 3467 #DIV /01 3467 #DIV /01 2133 #DIV /OI 0 MIN BOT PLATE NAILING 26 INC O.C. 0 320 0 520 0 520 0 320 1890 0 0 1344 0 1764 0� 1764 0 1344 0 0 0 2219 0 4949 0 4949 294 2219 #DIV /01 0 #DIV /01 -21 #DIV /01 -228 #DIV /0I -228 #DIV /01 -21 #DIV /Ol #DIV /0I NA #DIV /0I NA NA NA #DIV /0I , I 0 16 0 0 0 0 0 0 0 0 0 #DIV /01 /f11i''�.4I 1. ` Mo= Wall(DL) Roof (DL) Mr= T =C 9EQUIRED #DIV /0l 14933 #DIV /01 0 #DIV /01 0 #DIV /01 0 #DIV /OI 0 MIN BOT PLATE NAILING #DIV /0I INC O.C. 0 0 0 0 0 0 0 0 1890 0 0 0 0 0 0� 0 0 0 0 0 0 0 0 0 0 0 294 0 #DIV /01 0 #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /0I NA #DIV /01 #DIV /01 #DIV /01 #DIV /0I ' #DIV /01 #DIV /0I #DIV /0I #DIV /01 #DIV /01 = #DIV /0I , i 16 12 0 0 0 0 0 0 0 0 156 kompsevowl MIN BOT PLATE NAILING 11 INC O.C. Mo= WaII(DL) Roof (DL) Mr= T =C 4EQUIRED #DIV /01 14933 #DIV /01 0 #DIV /01 0 #DIV /01 0 MIN BOT PLATE NAILING #DIV /0I INC O.C. 0 960 0 0 0 0 0 0o 0 0 1890 0 0 0 0 0 0� 0 0 11400 0 0 0 0 0 0 0 0 294 #DIV /01 #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /01 NA #DIV /01 #DIV /01 #DIV /01 #DIV /0I #DIV /0I #DIV /0I #DIV /01 i 0 0 0 0 0 0 0 0 0 0 #DIV /0I fi k s Mo= WaPI(DL) Roof (DL) Mr= T =C 4EQUIRED #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /01 MIN BOT PLATE NAILING #DIV /0I INC O.C. 0 MIN BOT PLATE NAILING #N /A INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV /01 #DIV/0I 0 #DIV /01 0 #DIV /01 #DIV /01 #DIV /01 #DIV /0I ' #DIV /01 #N /A #DIV /0I ' #DIV /0I #N /A I 0 0 0 0 0 0 #N /A liFA .3>IIII/A 11 Mo= WaII(DL) Roof (DL) Mr= T =C 1EQUIRED #N /A #N /A #N/A #N /A #N/A MIN BOT PLATE NAILING #N /A INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #N /A #NIA #N/A #N/A #N /A #NIA #N /A _ #N /A #N /A _ #N /A UPPER FLOOR SHEAR WALLS Loading from roof NOTE: WALL SEGIMENTS SHOWN IN THE CALCUALTIONS ARE ONLY ENOUGH TO SUBSTANCIATE THE REQUIRED SHEAR WALLS APPLIED. RIGHT TO LEFT UPPER FLOOR Load Reduced 87 Ht. 8 cc w ec UPPER FLOOR Load 146 Ht. 8 UPPER FLOOR Load Reduced Ht. J 0 - O 2/3DL REACTION HOLDDOWN UPPER FLOOR Load Reduced Ht. 2/3DL REACTION HOLDDOWN 2/3DL REACTION HOLDDOWN 1 117 8 117 8 2/3DL REACTION HOLDDOWN UPPER FLOOR Load #N /A Ht. 8 F o ( 2/3DL REACTION HOLDDOWN 1 TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH a a a WALL SEGMENTS b c b b c c d d d e e SHEAR V WALL TYPE a a b b c c d d e e 0407121 1997-18 Lateral analysts worksheetl.xls 8/5/2004 Page 5, Upper Floor re 2 to 0 UJ SA LL'; Z �. Q . co' I_; Wa O ' 19 14.5 18.5 0 0 0 84 , t Mo= Wall(DL) Roof (DL) Mr= T =C REQUIRED 9740 12426 0 0 0 MIN BOT PLATE NAILING 21 INC O.C. 1160 1480 0 0 0 594 738 0 0 0 8477.67 13677.87 0.00 0.00 0.00 87 -88 #DIV /01 #DIV /01 #DIV /01 NA NA #DIV /01 _ #DIV /01 #DIV /01 1 0 0 0 0 0 0 #DIV /01 I t101Vlb1 ;1 Mc; Wall(DL) Roof (DL) Mr= T =C REQUIRED r #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /01 MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /0I #DIV /0I #DIV /01 0 0 0 0 0 0 #DIV /0I KM11111 014104 Mo= Wall(DL) Roof (DL) Mr= T =C REQUIRED #DIV /0I #DIV /0I #DIV /0I #DIV /01 #DIV /0I MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /0I _ #DIV /0I #DIV /01 #DIV /01 _ #DIV /0I 1 19 ` 5 17.5 0 0 0 123 I;.T*# R1411P icl Mo= WaII(DL) Roof (DL) Mr= T =C REQUIRED \4926 0 0 0 MIN BOT PLATE NAILING 14 INC O.C. 4 1400 0 0 0 405 0 0 0 0 1341.67 8166.67 0.00 0.00 0.00 717 518 #DIV /01 #DIV /0I #DIV /0I NA NA #DIV /0I #DIV /01 #DIV /0I 0 0 0 0 0 0 #N/A f dsit Mo= Wall(DL) Roof (DL) Mr= T =C REQUIRED #N/A #N/A #N/A #N /A #N/A MIN BOT PLATE NAILING #N/A INC O.C. 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 #N /A #WA #N/A #N /A #N /A #NIA _ #N/A #N/A #N /A #NIA FRONT TO BACK UPPER FLOOR Load 146 Ht. 8 w w J UPPER FLOOR Load Ht. 2/3DL REACTION HOLDDOWN 1 146 8 z 2/3DL U REACTION HOLDDOWN 1 UPPER FLOOR Load 146 Ht. 8 cc w z w U 2/3DL REACTION HOLDDOWN UPPER FLOOR Load 148 Ht. 8 cC • w H 0 zcc w U UPPER FLOOR Ht. 2/3DL REACTION HOLDDOWN1 #N/A 8 2/3DL REACTION HOLDDOWN 1 TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH 0407121 1997 -18 Lateral analysis worksheetl.xls a a WALL SEGMENTS b c b c c c a b c d d d d d e e e SHEAR V WALL TYPE 8/5/2004 Page 6, Upper Floor I 16 4.5 4.5 10 3.5 0 6 0 4 Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED 0 201 „ W; Y.47$ Mo= Wall(DL) Roof(DL) U - Floor (DL) Mr= T =C REQUIRED #DIV /0I 7221 #DIV /01 5616 #DIV /01 9628 #DIV /01 6419 #DIV /01 0 MIN BOT PLATE NAILING 9 INC O.C. 0 720 3780 560 0 960 0 640 4950 0 11067 1428 0 1260 0 1680 23 1344 #DIV /0I 0 #DIV /01 1020 NA 900 NA 1200 732 960 0 #DIV /01 4752 #DIV /01 3313 #DIV /01 7320 #DIV /0I 4005 •DIV /0I 0 #DIV /01 549 #DIV /0I 658 #DIV /01 385 #DIV /01 603 #DIV /01 #DIV /01 NA NA NA NA #DIV /01 ( 0 4.5 0 10 0 0 0 0 0 Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED 0 #DIV /0I# 1n11 Mo= Wall(DL) Other (DL) Mr= T =C REQUIRED #DIV /0I 3316 #DIV /01 #DIV /01 360 #DIV /01 800 #DIV /01 0 MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 3780 0 0 0 0 0 4950 0 11067 0 0 0 0 0 23 0 #DIV /0I 0 #DIV /01 0 NA 0 NA 0 732 0 0 #DIV /01 0 #DIV /01 0 #DIV /01 861 #DIV /0I #DIV /0I •DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /0I STHD 14 #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /01 I 16 4.5 7.5 10 0 0 185 Cy,” Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED 6872 11119 14826 0 3316 0 MIN BOT PLATE NAILING 9 INC O.C. 360 800 800 MIN. LRP AT GARAGE WING WALLS - MEETS APA TEST LOADS MIN BOT PLATE NAILING 12 INC O.C. 0 480 0 2940 3780 2520 0 0 0 0 4950 10950 11067 0 0 0 0 383 23 376 #DIV /0I #DIV /01 NA NA NA #DIV /0I 732 •DIV /0I 6 ( Mo= 3.5 5.75 3 0 0 165 yh 4 °.R 1 ix! WaII(DL) Other(DL) Mr= T =C REQUIRED 4628 7603 0 0 3316 0 MIN BOT PLATE NAILING 10 INC O.C. 280 460 0 MIN. LRP AT GARAGE WING WALLS - MEETS APA TEST LOADS MIN BOT PLATE NAILING 12 INC O.C. 0 480 0 1200 1500 2565 0 0 0 0 1727 3757 0 0 0 0 829 669 #DIV /01 #DIV /01 #DIV /0I STHD 14 RJ k D 14 RJ _ #DIV /0I #DIV /0I 732 _ #DIV /0I I 6 3 3 0` 0 0 138 %F.V.: tt a Mo= WaII(DL) Roof (DL) U- Floor (DL) Mr= T =C REQUIRED ' 3316 3316 0 0 0 MIN. LRP AT GARAGE WING WALLS - MEETS APA TEST LOADS MIN BOT PLATE NAILING 12 INC O.C. 480 480 0 0 0 252 252 0 0 0 0 0 0 0 0 732 732 0 0 0 861 861 #DIV /0I #DIV /01 #DIV /01 STHD 14 STHD 14 #DIV /01 #DIV /01 #DIV /01 MAIN FLOOR SHEAR WALLS Loading from roof and Upper Floor NOTE: WALL SEGIMENTS SHOWN IN THE CALCUALTIONS ARE ONLY ENOUGH TO SUBSTANCIATE THE REQUIRED SHEAR WALLS APPLIED. RIGHT TO LEFT MAIN FLOOR Load Reduced Ht. cc MAIN FLOOR Load Ht. MAIN FLOOR Load Reduced Ht. MAIN FLOOR Load Reduced Ht. MAIN FLOOR Load Reduced Ht. z 0 cc LL 226 8 2/3DL REACTION HOLDDOWN 1 284 8 cc w o: 2/3DL REACTION HOLDDOWN 1 255 8 w J 2/3DL REACTION HOLDDOWN 255 8 2/3DL REACTION HOLDDOWN 138 8 2/3DL REACTION HOLDDOWN WgI.I..�EG, M_�•._� �"'''`�- SHEAR V TRIB.LENGTH a b c d e TRIB.LENGTH TRIB.LENGTH a 0 45 TRIB.LENGTH TRIB.LENGTH n t a a a b c c d e e e e WALL TYPE 0407121 1997 -18 Lateral analysis worksheetl.xls 8/5/2004 Page 7, Main Floor • 19 14 18 0 0 0 0 188 �7>iM+b� MIN BOT PLATE NAILING 10 INC O.C. Mo= Wall(DL) 18885 24280 0 0 0 #DIV /01 2240 2880 0 0 0 0 Roof (DL) 648 792 0 0 0 0 U - Floor (DL) Mr= T =C REQUIRED 540 660 0 0 0 0 15997 25992 0 0 #DIV /01 0 206 -95 #DIV /01 #DIV /01 #DIV /01 #DIV /01 NA V #DIV /01 #DIV /01 #DIV /01 #DIV /01 1 0 0 6 0 0, 0 0 0 #DIV /01_1,0101W8iv31' MIN BOT PLATE NAILING #DIV /01 INC O.C. Mo= Wall(DL) Other (DL) Mr= T =C REQUIRED #DIV /01 #DIV /0I 5842 #DIV /01 #DIV /01 #DIV /01 0 0 1360 0 0 0 0 0 0 1500 0 0 0 0 0 0 16207 0 0 0 0 0 #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /01 #DIV /01 #DIV /0I #DIV /01 6 17 6 0 4.5 0 0 0 162 `>IP1 Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED 7789 0 5842 0 0 0 0 MIN BOT PLATE NAILING 0 INC O.C. 1360 480 0 360 0 0 0 1500 2940 0 3480 0 0 0 16207 6840 0 5760 0 0 0 158 #DIV /01 18 #DIV /0I #DIV /0I #DIV /01 #DIV /0I NA #DIV /0I NA _ #DIV /0I #DIV /01 #DIV /01 13 17 0 0 0 0 0 217 ',p1:11"( .;l Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED 29534 0 0 0 0 0 0 MIN BOT PLATE NAILING 8 INC O.C. 1360 0 0 0 0 0 0 1500 0 0 0 0 0 16207 62775 0 0 0 0 0 784 #DIV /01 #DIV /0I #DIV /0I #DIV /01 #DIV /01 NA #DIV /0I #DIV /0I _ #DIV /0I #DIV /0I #DIV /01 #DIV /0I 6 22.5 0 0 0 0 37 lierafkifek0A1 MIN BOT PLATE NAILING 47 INC O.C. Mo= Wall(DL) Root (DL) U - Floor (DL) Mr= T =C REQUIRED 6631 0 0 0 0 3600 0 0 0 0 0 0 0 0 0 4770 0 0 0 0 62775 0 0 0 0 -2495 #DIV /0I #DIV /0I #DIV /0I #DIV /01 NA _ #DIV /0I _ #DIV /0I _ #DIV /01 #DIV /0I FRONT TO BACK MAIN FLOOR Load 284 Ht. 8 w w J 2/3DL REACTION HOLDDOWN 1 MAIN FLOOR Load , 284 Ht. 8 th L I- -I 2/3DL 0 REACTION HOLDDOWN MAIN FLOOR Load 284 Ht. 8 cc w z w U MAIN FLOOR Load 284 Ht. 8 ¢ z � S2 w 0 MAIN FLOOR Load Reduced Ht. 2/3DL REACTION HOLDDOWN 2/3DL REACTION HOLDDOWN 138 8 2/3DL REACTION HOLDDOWN 1 0407121 1997 -18 Lateral analysis worksheetl.xls NTS TRIB.LENGTH F a b 4+""�► c d e SHEAR V WALL TYPE TRIB.LENGTH a b TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH a a b @ 45 b c c c d d d d e e e e 8/5/2004 Page 8, Maln Floor I 16 4 3.5 11 4.5 0 254 In1 Mo= WatI(DL) Roof (DL) U - Floor (DL) M - Floor (DL) Mr= T =C REQUIRED 11155 9781 30877 12550 0 MIN BOT PLATE NAILING 7 INC O.C. 1320 1155 3630 1485 0 1344 1280 2520 1428 0 960 900 1800 1020 0 980 900 1800 1020 0 6112 5058 29590 7250 0 1261 1344 99 1178 #DIV /01 STHD 14 _ STHD 14 NA STHD 14 #DIV /01 0 0 0 0 0 0 #DIV /0I S; Mo= WaII(DL) Other(DL) Mr= T =C REQUIRED #DIV /01 #DIV /01 #DIV /0I #DIV /0I #DIV /01 MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV /0I 0 #DIV /0I ' #DIV /0I 0 #DIV /0I 0 #DIV /01 0 #DIV /01 _ 1 #DIV /0I _ #DIV /01 #DIV /0I _ #DIV /0I 16 0 0 0 0 0 #DIV /oI M I Mo= Wall(DL) Other(DL) Mr= T=C REQUIRED #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /01 SITS ON CONCRETE STEM WALL MIN BOT PLATE NAILING #DIV /0I INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV /0I 0 #DIV /DI ' #DIV /01 0 #DIV /0I 0 #DIV /0I 0 #DIV /OI _ #DIV /0I #DIV /0I #DIV /01 _ #DIV /01 1 6 0 0 0 0 0 #DIV /OI •0//a ;) Mo= Wall(DL) Other (DL) Mr= T =C REQUIRED #DIV /01 #DIV /I #DIV /I #DIV /01 #DIV /0I SITS ON CONCRETE STEM WALL MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV /01 0 #DIV /0I 0 #DIV /01 0 #DIV /01 0 #DIV /01 0 #DIV /OI #DIV /OI #DIV /01 #DIV /I #DIV /0I I 6 0 0 0 0 0 #DIV/01 (j'Ix' ttDIWOIVAI Mo= WaII(DL) Roof (DL) U - Floor (DL) Mr= T =C REQUIRED #DIV /01 #DIV /01 #DIV /I #DIV /oI #DIV /01 SITS ON CONCRETE STEM WALL MIN BOT PLATE NAILING #DIV /01 INC O.C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV /01 #DIV /I #DIV /0I #DIV /01 #DIV /01 #DIV /OI #DIV /01 #DIV /01 _ #DIV /01 _ #DIV /01 SHEAR WALLS NOTE: WALL SEGIMENTS SHOWN IN THE CALCUALTIONS ARE ONLY ENOUGH TO SUBSTANCIATE THE REQUIRED SHEAR WALLS APPLIED. LOWER FLOOR ADDEDED RIGHT TO LEFT LOWER FLOOR Load Reduced Ht. 364 11 2/3DL REACTION HOLDDOWN 1 LOWER FLOOR Load 423 Ht. 11 Er w cF 2/3DL REACTION HOLDDOWN 1 LOWER FLOOR Load Reduced Ht. 11 w -J 0 0 LOWER FLOOR Load Reduced Ht. 11 394 2/3DL REACTION HOLDDOWN 394 z . 0 4 cc 2/3DL o REACTION HOLDDOWN LOWER FLOOR Load Reduced Ht. 11 z 0 cc u_ 277 2/3DL REACTION HOLDDOWN 1 TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH 0407121 1997 -18 Lateral analysis worksheetl.xls a a a a a WALL SEGMENTS b o b b b c c d d d d d e e e e SHEAR V WALL TYPE 8/5/2004 Page 9, Lower Floor 19 10.5 22.5 0 0 0 0 0 0 243 ikl Mo= WeII(DL) Roof (DL) U - Floor (DL) M - Floor (DL) Mr= T =C REQUIRED 28115 60246 #DIV /0I 0 #DIV /01 0 #DIV /01 0 MIN BOT PLATE NAILING 7 INC O.C. 2887.5 6187.5 1485 0 0 0 0 0 522 954 0 0 0 0 0 0 435 795 0 0 0 0 0 0 652.5 1192.5 0 0 0 0 0 0 15740 61718 #DIV /01 0 #DIV /01 0 STHD 14 0 1179 -65 #DIV /01 #DIV /0I #DIV /01 #DIV /0I #DIV /0I _ #DIV /01 STHD 14 NA #DIV /01 #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /01 0 13.5 0 0 0 0 0 0 0 0 0 #DIV /01 iroaviowil MIN BOT PLATE NAILING #DIV /01 INC O.C. Mo= WaII(DL) Other (DL) Mr= T =C REQUIRED #DIV /0I 0 #DIV /01 0 #DIV /01 0 #DIV /0I 0 #DIV /01 1485 0 0 0 0 900 0 0 0 0 0 0 0 0 0 0 0 0 0 3883 0 0 #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /0I STHD 14 #DIV /01 0 #DIV /01 0 #DIV /0I 0 #DIV /0I 0 _ #DIV /01 0 #DIV /01 0 #DIV /0I 0 I 6 13.5 0 0 0 0 0 0 0 0 0 #DIV /0I pogionfimel SITS ON CONCRETE STEM WALL MIN BOT PLATE NAILING #DIV /0I INC O.C. , Mo= Wall(DL) Other (DL) Mr= T =C REQUIRED #DIV /01 0 #DIV /01 0 #DIV01 0 #DIV /01 0 #DIV /01 1485 0 0 0 0 900 0 0 0 0 0 0 0 0 0 . 0 0 0 0 3883 0 0 #DIV /01 #DIV /01 #DIV /0I #DIV /01 #DIV /01 STHD 14 #DIV /0I 0 #DIV /0I 0 #DIV /01 0 #DIV /01 0 _ #DIV /01 0 #DIV /0I 0 #DIV /0I 0 I 13 13.5 0 0 0 0 0 0 0 0 407 :_'t 310? " Mo= Wall(DL) Other (DL) Mr= T =C REQUIRED 60457 #DIV /0I 0 #DIV /01 0 #DIV /0I 0 #DIV /01 0 MIN BOT PLATE NAILING 4 INC O.C. 1485 0 0 0 0 900 0 0 0 0 0 0 0 0 10733 0 0 0 0 3883 #DIV /01 #DIV /0I #DIV /01 #DIV /01 STHD 14 _ #DIV /0I 0 #DIV /01 0 , #DIV /01 0 1 #DIV /0I 0 6 0 0 0 0 0 #DIV /0I IMIDIV/011011 SITS ON CONCRETE STEM WALL MIN BOT PLATE NAILING #DIV /0I INC O.C. Mo= WaII(DL) Roof (DL) U- Floor (DL) M- Floor (DL) Mr= T =C REQUIRED #DIV /0I #DIV /01 #DIV /0I #DIV /01 #DIV /01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 if 0 0 0 0 0 0 0 #DIV /01 #DIV /01 #DIV /0I #DIV /0I #DIV /0I #DIV /01 #DIV /01 #DIV /01 #DIV /01 #DIV /01 FRONT TO BACK ' LOWER FLOOR Load Ht. 11 w w J LOWER FLOOR Load Ht. 11 ¢ � J 2/3DL v REACTION HOLDDOWN 1 LOWER FLOOR Load 423 Ht. 11 cc w z z w U LOWER FLOOR Load 423 Ht. 11 re w z w U C7 • 423 2/3DL REACTION HOLDDOWN 1 423 2/3DL REACTION HOLDDOWN! 2/3DL REACTION HOLDDOWN LOWER FLOOR Load Reduced Ht. -- 11 423 2/3DL REACTION HOLDDOWN TRIB.LENGTH TRIB.LENGTH TRIB.LENGTH TRIB,LENGTH TRIB.LENGTH 0407121 1997 -18 Lateral analysis worksheetl,xls a a a WALL SEGMENTS b c b b b c c c c d d d d d ti e e e e SHEAR V WALL TYPE 8/5/2004 Page 10, Lower Floor to Q , tDW LL, w O J . u. Y2 a CI, Ni o UJ O! Z i V CO 2 . . . , .. ' ''' '''4:::: ( i';'..1 ,.... = ,.,,,,,, ,:r-..5'v, ' :'''',''''"' • , . PPLEP ARCHITECTS, s F/LE copy your c o my Ce t e e s tt r c e REVIEWED FOR CODE COMPLIANCE t OCT 2 0 2004 VERTICAL ANALYSIS For: SLM Construction Customized Plan #02151.05 (Job #04071.01) Prepared By: Glenn S. Steiner, Architect 7117 tJW Of TiAktvii;T:i P.i..VIRON . . .• ED :CT .....‘ G ENN 1 El \ • STATE OF WASHINGTON INE C 0 N Do 14311 SE 16tli Street . Tetievue, Wgt 98007 1.800.888.4517. (425)641.5320 .fax: (425)641.5318 www.kappierhomeykats.com ......momaimeasseennalmsnmer • • • Lyle Homes Plan #A2A (Job #02151) bm1 Choice Conditions DAR Attributes Actual Critical Status Ratio Values 'AglidM9012 M. Bdrm. header. 4x 10 DF-L #2 BASE Fb 875 ADJ Fb 1208 '91 NDS Min Bearing Area R1= 3.3 1n R2= 3.3 in DL Defl 0.04 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Deft 7.5 ft Reaction 1 2055 # Reaction 1 LL 7.87 # Reaction 2 2055 # Reaction 2 LL 59 # Maximum V 2055 # 3852 W Max V (Reduced) 1632 # L / 240 TL Actual Defi L / 854 L / 360 LL Actual Defl L / >1000 1268 # 1268 # Section (ire) Shear (1n 49.91 32.38 38.28 22.41 OK OK 77% 69% TL Defl (in) 0.11 0.38 OK 28% LL Defl 0.07 0.25 OK 26% Date: 12/31/02 Fb (psi) Fv (psi) E (psi x mil) Fat (psi) BeamChek 2.2 Base Values 875 Base Adjusted 1208 95 109 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.15 1.15 BeamChek has automatically added the beam self-weight into the calculations. j-oi3ds Uniform TL: MO = A Uniform LL: 338 YI • se; Lyle Homes Plan #A2A (Job #02151) bm2 Choice Conditions '91 NDS Min Bearing Area Attributes Actual Critical Status Ratio Values AdhilifIni2d1 4x10 DF-1. 82 BASE Fb • 875 ADJ Fb • 1208 R1= 2.4 in R2= 2.4 in DL Defl <0.01 In. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Deft 3.75 ft Reaction 1 1515 # Reaction 1 LL 7.87 # Reaction 2 1515 # Reaction 2 LL 30 # Maximum V 1515 # 1420 '# Max V (Reduced) 892 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defi L / >1000 938 # 938 # Section (ins) Shear (in TL Defl (in) 49.91 14.11 OK 28% 32.38 12.25 OK 38% 0.01 0.19 OK 5% <0.01 0.13 OK 5% Fb (psi) Fv (psi) Beam over Stairs. LL Defl E (psi x mil) Base Values 875 Base Adjusted 1208 95 109 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.15 1.15 s Uniform TL: 800 = A Uniform LL: 500 Date: 12/31/02 Fcl (psi) BeamChek has automatically added the beam self-weight into the calculations. BeamChek 2.2 qaMMI TJ- awn(N) 6.05 Serial Number. 7 002002672 User: 2 12/31120021:36:24 PM Page 1 Engine VKSion:1.6.12 SUPPORTS: 1 Wood column 2 Wood column Input Bearing Width Length 3.50" 3.53" 3.50" 3.50" PROJECT INFORMATION: Lyle Homes Plan #A2A Job #02151 Copyright m 2002 by True Joist, a Weyerhaeuser Business TimberStrandt is a registered trademark of True Joist. K: \Kaa \02 \02151 \SK 3.ams bm_3 3%2" x 14" 1.6E TimberStrand® LSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED b 11 LOADS: Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 5' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads: TIP* Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 475.0 380.0 0 To 11' 3" Adds To Uniform(plf) Floor(1.00) 0.0 80.0 0 To 11' 3" Adds To Point(Ibs) Snow(1.15) 1750 1270 2' 6" Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 5173/4092/0/9265 4171 /3365/0/7536 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 9061 7479 15027 Passed (50%) Moment (Ft -Lbe) 21941 21941 24306 Passed (90 %) Live Load Defl (in) 0.259 0.273 Passed (L/506) Total Load Defl (in) 0.466 0.546 Passed (L/281) 4 Location Lt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading Product Diagram le Conceptual. L1: Blocking 1 Ply 1 1/4" 1.3E TimberStrand® LSL 11: Blocking 1 Ply 1 1/4" 1.3E TimberStrand® LSL - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ).• TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Ocerator Notes: Beam between Dining and Living. OPERATOR INFORMATION: Glenn Steiner KapplerArchitects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641 -5318 glenns@kapplerhomeplans.com 1 � 8.05 s«ial 002002872 3 n" x 14" 1.5E TimberStrand® LSL bm_3 P get EngM sVerska 1.6.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Load Group: Primary Load Group A 10 11.00 A Max. Vertical Reaction Total (lbs) 9265 7536 Max. Vertical Reaction Live (lbs) 5173 4171 Required Bearing Length in 3.53(S) 2.87(S) Max. Unbraced Length (in) 32 PROJECT INFORMATION: Lyle Homes Plan #A2A Job 002151 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 4123 -3396 Max Shear (lbs) 5092 -4365 Member Reaction (lbs) 5092 4365 Support Reaction (lbs) 5217 4490 Moment (Ft -Lbs) 12703 Live Deflection (in) 0.063 Total. Deflection (in) 0.269 Loading on all spans, LDF = 1.15 , Dead + Floor + Snow Design Shear (lbs) 7479 -5750 Max Shear (lbs) 9061 -7332 Member Reaction (lbs) 9061 7332 Support Reaction (lbs) 9265 7536 Moment (Ft -Lbs) 21941 Live Deflection (in) 0.259 Total Deflection (in) 0.466 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 3290 -2563 Max Shear (ibs) 4000 -3273 Member Reaction (lbs) 4000 3273 Support Reaction (lbs) 4092 3365 Moment (Ft -Lbs) 9741 Copyright 6 2002 by True Joiet,.a Weyerhaeuser Business TimberStrandm is a registered trademark of True Joint. K: \Kaa \02 \02151 \BM_3.eme CONTROLS FOR THE APPLICATION AND LOADS LISTED OPERATOR INFORMATION: Glenn Steiner Kappler Architects, P.S. 14311 S.E. 18th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641 -5318 glenns@kapplerhomeplans.com TJ- Beam(TM) 8.06 Serial N0 020672 Wen 2 12/31/2002 1:33:1 8 PM Pape 1 Engine Version: 1,6.12 1 3►4" x 11 718" 1.5E TimberStrand® LW_ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 bm 4 • 4 6' LOADS• Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 4' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Typ• Class Live Dud Location Application Comment Uniform(plf) Snow(1.15) 475.0 380.0 0 To 5' Adds To Uniform(plf) Floor(1.00) 0.0 80.0 0 To 5' Adds To Point(tbs) Snow(1.15) 1750 1270 3' SUPPORTS: Input Bearing Width Length 1 Wood column 3.50" 3.50" 2 Wood column 3.50" 3.61" Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 2275/1815/0/4090 2650 /2087/0/4737 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) L1: Blocking 1 Ply 1 3/4" 1.5E TimberStrand® LSL L1: Blocking 1 Ply 1 3/4" 1.5E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum -4543 6378 Design Control Control Location -3249 6373 Passed (51 %) Rt. end Span 1 under Snow loading 6378 8877 Passed (72 %) MID Span 1 under Snow loading 0.060 0.117 Passed (L/939) MID Span 1 under Snow loading 0.106 0.233 Passed (L/528) MID Span 1 under Snow loading Product Diagram is Conceptual. Deflection Criteria: STANDARD(LL :1J480,TL:U240). Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYt PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: Beam between Entry and Hall. PROJECT INFORMATION: Lyle Homes Plan #A2A Job #02151 Copyright 0.2002 by Trutt Joist, a Weyerhaeuser Bueinees Timber5tranda is a regieterad trademark of True Joist. K: \Kea \02 \02151 \BM 4.ems OPERATOR INFORMATION: Glenn Steiner KapplerArchitects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641 -5318 glenns@kapplerhomeplans.com !' .J `� TJ.aern(TM) 6.05 9erlel N�002 02 72 A 4' 8.00" ^ Max. Vertical Reaction Total (lbs) 4090 4737 Max. Vertical Reaction Live (lbs) 2275 2650 Required Bearing Length in 3.12(S) 3.61(S) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 1335 -1608 Max Shear (lbs) 2100 -2373 Member Reaction (lbs) 2100 2373 Support Reaction (lbs) 2215 2487 Moment (Ft -Lbs) 3196 Live Deflection (in) 0.008 Total Deflection (in) 0.054 Loading on all spans, LDF = 1.15 , Dead + Floor + Snow Design Shear (lbs) 2602 -3249 Max Shear (lbs) 3896 -4543 Member Reaction (lbs) 3896 4543 Support Reaction (lbs) 4090 4737 Moment (Ft -Lbs) 6378 Live Deflection (in) 0.060 Total Deflection (in) 0.106 Loading on all spans, :LDF . = , Dead Only Design Shear (lbs) 1140 -1413 Max Shear (lbs) 1727 -1999 Member Reaction (lbs) 1727 1999 Support Reaction (lbs) 1815 2087 Moment (Ft -Lbs) 2781 Copyright O 2002 by True Joist, a Weyerhaeuser Business TimberStrandd is a registered trademark of Trua Joist. K: \Kaa \02 \02151 \BM 4.ama bm 4 1 3,4" x 11 7/8" 1.6E TimberStrand® LSL Page 2 a wkeVarsbn+ 6.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group OPE - TOR INFORMATION: Glenn Steiner Kappler Architects, P.S. 14311 S.E. 18th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641-5318 glenns ©kapplerhomeplans.com Lyle Homes Plan #A2A (Job #02151) bm 5 Choice Conditions Date Atbibutes Actual Critical Status Ratio Nook S.G.D. header. 4x 12 DF -L #2 BASE Fb R 875 ADJ Fb 1107 '91 NDS Min Bearing Area R1= 6.0 in R2= 5.3 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Defl 6.5 ft 9.57 # 62 # 6684'# L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl L / >1000 3781 # Reaction 1 LL 3289 # Reaction 2 LL 3781# 2778 # L / 979 2324 # 2014 # Section (in') Shear (in=) TL Defl (in) 73.83 72.46 OK 98% 39.38 38.15 OK 97% 0.08 0.32 OK 25% 0.05 0.22 OK 23% Fb (psi) Base Values 875 Base Adjusted 1107 95 109 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.15 1.15 BeamChek has automatically added the beam self - weight into the calculations. Uniform TL: 520 = A 4.0 Fv (psi) Uniform LL: 338 DL Defl LL Dell E (psi x mil) 320 H = 540 Date: 12/31/02 0.03 In Fcl (psi) Point.LL .. • Point TL Distance Par Unif LL Par Unif TL Start End I 0 BeamChek 2.2 4.0 1 • . • Lyle Homes Plan #A2A (Job #02151) bm_6 Choice Conditions Psla Attributes Actual Critical Status Ratio Values Adiustrnents Loads 4x12 DF-L #2 '91 NDS Min Bearing Area Point LL Point TL 1268 82055 R1= 5.71n R2= 4.8 in DL Defl 0.02 in Section (in') Shear (1n TL Defl (in) Fb (psi) Family header. Fv (psi) LL Defl E (psi x mil) Uniform TL: 520 = A Uniform LL: 320 Distance Par Unif LL Par Unif TL 3.0 338 H = 540 Date: 12/31/02 BeamChek 2.2 BASE Fb = 875 ADJ Fb 1107 Beam Span 5.5 ft Reaction 1 3569 # Reaction 1 LL Beam Wt per ft 9.57 # Reaction 2 3019 # Reaction 2 LL Beam Weight 53 # Maximum V 3569 # Max Moment 5892 '# Max V (Reduced) 2566 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Dell L / >1000 2194 # 1848 # 73.83 63.88 OK 87% 39.38 35.23 OK 89% 0.05 0.28 OK 18% 0.03 0.18 OK 16% Fel (Psi) 875 Base Values Base Adjusted 1107 95 109 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.15 1.15 BeamChek has automatically added the beam self-weight into the calculations. Start End 0 3.0 Lyle Homes Plan #A2A (Job #02151) bm 7 Choice Conditions Data Athibutes Actual Critical Status Ratio Values Adiustments '91 NDS Min Bearing Area R1= 2.9 in' R2= 2.9 in' Section (in') Shear (in') TL Dell (in) Beam between Hall and Family. Date: 12/31/02 DL Defl 0.01 in LL Defl BeamChek 2.2 4x 10 DF -L #2 BASE Fb - 875 ADJ Fb R 1050 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 5.5 ft Reaction 1 1837 # Reaction 1 LL 7.87 # Reaction 2 1837 # Reaction 2 LL 43 # Maximum V 1837 # 2525'# Max V (Reduced) 1322 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Dell L / >1000 1320 # 1320 # 49.91 28.86 OK 58% 32.38 20.87 OK 84% 0.04 0.28 OK 14% 0.03 0.18 OK 15% Fb (psi) Fv (psi) E (psi x mil) Base Values 875 Base Adjusted 1050 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 BeamChek has automatically added the beam self- weight into the calculations. Uniform TL: 660 = A Uniform LL: 480 Fc I (psi) !'5.j <<l T.1-1386m(731) e.05 Ss ii1 N UNr 2 12/31/200212:02:57 PM Page 1 Fmk* Version: 1.5.12 SUPPORTS: 1 Wood column 2 Wood column bm_7 , xr 1 "v oo2o 72 3 uu2" x 7 1/4" 1.3E TimberStrand® LW- THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): 11: Blocking DESIGN CONTROLS: Maximum Shear (lbs) 1724 Moment (Ft -Lbs) 2227 Live Load Defl (in) Total Load Deft (in) PROJECT INFORMATION: Lyle Homes Plan #A2A Job 102151 Design Control -1237 6767 2227 4550 0.064 0.129 0.090 0.258 Copyright m 2002 by Trus Joist, a Weyerhaeuser Buaineaa TimberStrande is a registered trademark of Trus Joist. K: \Kaa \02 \02151 \B44 7.ams rl 51 621-4 LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 3.50" 3.50" 1320 /515 / 0 / 1835 3.50" 3.50" 1320 / 515 / 0 / 1835 Control Passed (18 %) Passed (49 %) Passed (L/962) Passed (L/692) Other L1: Blocking 1 Ply 3 1/2" 1.3E TimberStrand® LSL L1: Bloddng 1 Ply 3 1/2" 1.3E TimberStrand® LSL Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Product Diagram Is Conceptual. - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. ,ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The spedfic product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Operator Notes: Beam between Hall and Family. OPERATOR INFORMATION: Glenn Steiner KapplerArchitects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641-5320 Fax : (425)641-5318 glenns©kapplerhomeplans.com xY Y** . TJ�Mn(TM)6.06Ser1N " 14=ooz00 is 3 1/2" x 7 1/4" 1.3E TlmberStrand® LSL P•o 2 '' » +�+:a THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 5' 2.00" A Max. Vertical Reaction Total (lbs) 1835 1835 Max. Vertical Reaction Live (lbs) 1320 1320 Required Bearing Length in 1.50(S) 1.50(S) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) Loading on all spans, Design (lbs) Max Shear (lbs) Member Reaction (lbs) Support.Reaction (lbs) Moment (Ft -Lbs) LDF = 1.00 , Dead + Floor 1237 -1237 1724 -1724 1724 1724 1835 1835 2227 0.064 0.090 LDF = 0.90 , Dead Only 347 -347 484 -484 484 484 515 515 625 Copyright IN 2002 by Trua Joiat,.a Neyerhaeuser Business TimberStrandl is a registered trademark of True Joist. K: \Kaa \02 \02151 \BM 7.ams bm 7 OPERATOR INFORMATION: Glenn Steiner Kappler Architects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641-5318 glenns@kapplerhomeplans.com gee Attributes Actual Critical Status Ratio Values Adiustments Lyle Homes Plan #A2A (Job #02151) bm 8 Choke Conditions Beam in Garage. Date: 12/31/02 BeamChek 2.2 3-118x 12 GLB 24F -V4 DF /DF BASE Fb - 2400 ADJ Fb a 2780 Min Bearing Area R1= 5.2 in R2= 5.2 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl 15.0 ft 9.11 # 137 # 12631 '# L/240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 3368 # Reaction 1 LL 3368 # Reaction 2 LL 3368 # 2919 # L / 285 L / 466 2063 # 2063 # Section (in') Shear (1n TL Defl (in) 75.00 54.92 OK 73% 37.50 20.04 OK 53% 0.63 0.75 OK 84% Fb (psi) Fv (psi) DL Defl 0.24 in LL Defl 0.39 0.50 OK 77% E (psi x mil) Fc (psi) Base Values 2400 Base Adjusted 2760 190 219 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.15 BeamChek has automatically added the beam self- weight into the calculations. Uniform TL: 440 = A Uniform LL: 275 Suggested Camber 0.37 in U ti Wig W • WO LLQ N Z ' .W W :2 Oi• D O . O• OH W Oi Vi v y; • O .j ¶ / ow aim. TJ.8.sm (TM) 8.05 Bsrial N i.r 7 872 Uw 2 12/31120021:30:64 PM Papa 1 Engine Vanion :1.6.12 A Member Slope: $/12 Rod Slope8112 All dimensions are horizontaL DESIGN CONTROLS: Maximum Shear (Ibs) 2948 Moment (Ft -Lbs) 10073 Live Load Defl (in) Total Load Defl (in) Operator Notes: Rafters under Living dormer. PROJECT INFORMATION: Lyle Homes Plan #A2A Job #02151 Copyright m 2002 by True' Joist, a Weyerhaeuser Business Parallam® is a registered trademark of True' Joist. Ks \Kaa \02 \02151 \BM_9.ama bm 9 41/2" x 11 1/4" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 10' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 150" 150" 1750 / 1270 / 0 / 3020 3.50" 3.50" 1750 / 1270 / 0 / 3020 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L1: Blocking,R1: Blocking Design Control -2532 8754 10073 20666 0.312 0.764 0.539 1.019 Detail L1: Blocking R1: Blocking Control Passed (29 %) Passed (49 %) Passed (11587) Passed (L/340) 14' Product Diagram is Conceptual. Other 1 Ply 1 3/4" 1.9E Microllarn® LVL 1 Ply 1 3/4" 1.9E Microllam® LVL Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL 1/240,TL:U180). - Braclng(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.118 + 5 5/8" OPERATOR INFORMATION: Glenn Steiner KapplerArchitects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641-5318 glenns@kapplerhomeplans.com 00 1 co 13 u) w, u) w' w O; g 1 . d ' w; D p Nz uu = V ': o ▪ z ▪ N r rJ- e..m(TM) 6.05 8s ial f User: 2 12/31/2002 1:30:55 PM Pegs 2 Engine Manion: 1.5.12 7002002 is 1/2" x 11 1/4" 2.0E Parallaam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 13' 8.00" ^ Max. Vertical Reaction Total (lbs) 3020 3020 Max. Vertical Reaction Live (lbs) 1750 1750 Required Bearing Length in 1.82(W) 1.82(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live. Deflection (in) Total Deflection (in) PROJECT INFORMATION: Lyle Homes Plan #A2A Job #02151 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member. Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Copyright m 2002 by True Joist, a Weyerhaeuser Buaineea Paralleled) is a registered trademark of Trua Joist. Kt \Kea \02 \02151 \BM_9.ama = 1.15 , Dead + Floor + Snow -2532 -2948 2948 3020 2532 2948 2948 3020 10073 0.312 0.539 LDF = 0.90 , Dead Only 1065 -1065 1240 -1240 1240 1240 1270 1270 4236 bm 9 OPERATOR INFORMATION: Glenn Steiner KapplerArchitects, P.S. 14311 S.E. 16th Street Bellevue, WA 98007 Phone : (425)641 -5320 Fax : (425)641-5318 glenns@kapplerhomeplans.com Psommimiusgememmenew „ 08 -03 -2005 STEVE MCCLUNG P.O. BOX 7426 KENT WA 98042 RE: Permit No. M04 -117 13210 37 A Dear Permit Holder: Thank you for your cooperation in this matter. Brenda Holt, Permit Coordinator xc: Permit File No. M04 -I 17 Bob Bcnedicto, Building Official Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing our current records the above noted permit has not received a final inspection by the. City of Tukwila Building Division. Per the International Building Code and /or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void,if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. . This inspection intended to determine if substantial work hasibcen accomplished:since issuance.of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code: does allow the.Building Official to approve a one -time extension up to 180 days. : Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have . prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 09/14/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 CO W to 0 }` J ; a co 3 W uj • D O co 0 I— UJ W ll Z U N; ti 03 -01 -2005 STEVE MCCLUNG P.O. BOX 7426 KENT WA 98042 RE: Permit No. M04 -117 13210 37 AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division, Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized.by such permit is not'• commenced within 180 days from the date of such permit, or if the.building or work authorized by:such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206- 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension ui to 180 days. Extension requests must be in writing andprovide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/19/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: Permit File No. M04 -1 17 Bob Benedicto, Building Official City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 iv , air • 0 0 0 N W; 9 x: .00 LL; ui 0' 1L Qs 'CO piCy W i • Z E 0 p, O N w uJ � O Ill Z . N . O DEPARTMENTS: G 41 04 ( Building UIvision Public Works ❑ Documents/routing slIp,dac 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M04 -117 DATE: 06 -24 -04 PROJECT NAME: MCCLUNG RESIDENCE SITE ADDRESS: 137 AVENUE SOUTH *do X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # permit is issued Fire Prevention Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -29 -04 Complete Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: PERMIT COORD COPY DUE DATE: 07 -27 -04 : Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: