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HomeMy WebLinkAboutPermit D04-154 - CRESCENT HOMES - LOT 1CRESCENT HOMES, LOT 1 13542 43 AV S • Z z. or_ • w 6 .J U 0 NO W= CO U.. w0 2 �Q co =a Fw Z= H O': Z I- w uj U0 0 —' o 1- I Uf H � LL O. Z w U =. O ~ z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200150 Address: 13542 43 AV S TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D04 -154 Issue Date: 06/14/2004 Permit Expires On: 12/11/2004 Tenant: Name: CRESCENT HOMES - LOT 1 Address: 13542 43 AV S, TUKWILA WA Owner: Name: CRESCENT HOMES Phone: Address: 425 PONTIUS AV N, #125, SEATTLE WA Contact Person: Name: BOB THOMPSON Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor: Name: BAY DEVELOPMENT CORPORATION Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor License No: BAYDEC *022MB Expiration Date:07 /02/2004 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3006 SQ FT SINGLE FAMILY RESIDENCE WITH 695 SQ FT ATTACHED GARAGE AND 156 SQ FT COVERED DECK. PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $296,415.06 Fees Collected: $3,839.97 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Storm Drainage: Y Street Use: N Profit: N Water Main Extension: Water Meter: N N Private: N Public: N Non - Profit: N Public: doe: Devperm D04 -154 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: 074) CI 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. 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. Signature: } Date: Print Name: ` 6012 —pa -J This permit shall become null and void if the work 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. doc: Devperm D04 -154 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200150 Address: 13542 43 AV S TUKW Suite No: Tenant: CRESCENT HOMES - LOT 1 PERMIT CONDITIONS Permit Number: D04 -154 Status: ISSUED Applied Date: 05/06/2004 Issue Date: 06/14/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations 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 ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 12: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 13: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. 14: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 15: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. 303.1.3.). 16: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). doe: Conditions D04 -154 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 18: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 19: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 20: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 21: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 22: Any material spilled onto any street shall be cleaned up immediately. 23: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 24: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 25: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 26: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 27: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 28: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum l% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 29: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 30: All conditions of the Sara Development plan approval shall be met. Refer to Permit Nos. MI01 -210, MI02 -186, and L01 -033. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries (if applicable), that the work has been completed in accord with all geotechnical recommendations. 31: Rockeries (if installed on this lot) shall be constructed per City of Tukwila standard detail RS -5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 32: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. * *continued on next page ** doc: Conditions D04 -154 Printed: 06 -14 -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: of law and ordinances other work or local laws Date: 6 /iV /oX- doc: Conditions D04 -154 Printed: 06 -14 -2004 •T 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.,L / 3 Z o 0 /' O Site Address: �vd Lye S Suite Number: Tenant Name: C ve5sv,k e 5 Lo -r 1 New Tenant: 0 .... Yes 0 ..No Floor: Property Owners Name: Mailing Address: CvP CA,tik - c' e iv' L-i /a City State Zip CONTACT; PERSON Name: t o tLw44-t.3 Mailing Address: 4ZS —P -1-iK.S Ave N. -41 IZS E -Mail Address: ,-GENERAL CONTRACTOR INFORMATION Company Name: Nescetk4 Day Telephone: Z -Stela 9.7577 S Q C -- U)14 /v r City State Zip Fax Number: 2o.-32'- 1-01-954 Mailing Address: y 2.5 Pa Fitt S Ave, N . 1 ZS S Qa4-11, Lu14 ?h'/o 9 State Zip Contact Person:' j » 10 I -,00- q.S0 •J E -Mail Address: City Day Telephone: ZS3 - S' 5. 7579 Fax Number: ao1.. -323 - tj6L a Contractor Registration Number: BA'f1 C. -X ' Zz 11.46 Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** 7/x4/ ARCHITECT OF RECORD`- All.plans must be wet stamped by Architect of Record • Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip \applications \permit application (3 -2003) 3/2003 rq Page 1 °�f BUILDING PERMIT ?INFORM -- LION:= 206 -431 = 3670 Valuation of Project (contractor's bid price): $ 135 coo Scope of Work (please provide detailed information): Ivr�c� 300 '.0 ?5 S Existing Building Valuation: $ Q �J t i4,141 Will there be new rack storage? [] ..Yes 21.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in. Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Z 3 73 *For an Accessory dwelling, provide the following: Lot Area (sq ft):2CD , 07 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? ❑ ....Yes ® ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑ ..Automatic Fire Alarm Cg..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. \applicationslpermit application (3-2003) 3/2003 Page 2 Existing Interior Remodel Addition to ' Existing Structure New Type of . Construction per UBC Type of Occupancy per UBC l'' Floor 13607- 2 "0 Floor. /iv �� 3� Floor Floors thru Basement Accessory Structure* Attached Garage Lp9S Detached Garage Attached. Carport Detached Carport. Covered Deck / 5La Uncovered Deck PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Z 3 73 *For an Accessory dwelling, provide the following: Lot Area (sq ft):2CD , 07 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? ❑ ....Yes ® ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑ ..Automatic Fire Alarm Cg..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. \applicationslpermit application (3-2003) 3/2003 Page 2 PUBLIC WORKS�PERMIT IN? Scope of Work (please provide detailed information: /'._- net t_ 31 -or . _ ;� veg 04. S40., ThreLtt- S:114 s Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila Water District #125 Water Availability Provided ❑ .. Highline ❑ ...Renton Sewer District ❑ ...Tukwila VC.. ValVue ❑ .. Renton ❑ ...Seattle '.Sewer Use Certificate ❑... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Su fitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") (5114 t4lit A 'PliVa) ❑ ...Technical Information Report (Storm Drainage) V(.. Geotechnical Report ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 ❑,..Right -of -way Use - No Disturbance .Construction/Excavation/Fill - Right -of -way Non Right -of- .Total Cut So cubic yards ..Total Fill 3 cubic yards (.....Sanitary 'Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water a.. Permanent water ltgr'St .. 5 ❑ ...Temporary Water Meter Size.. ❑ ... Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ... Water Main Extension Public hours way „ ❑...Traffic Impact Analysis 0...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ . Work in Flood Zone . Storm Drainage Abandon Septic Tank Curb Cut Pavement Cut Looped Fire Line ,, WO# WO# WO# Private Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .Trench Excavation Utility 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 Zip applications \permit application (3.2003) 3/2003 Page 3 14ECIIANICAL PERMIT INFCIRMATION 206- 431=3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: -TE City State Zip Day Telephone: 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): $ '7 31• ov Scope of Work (please provide detailed information): 1.fQc.4.2 /-f VW f _ – fro c.-¢. a, Alt( 4 S 1IV rc 4 cx— G4 g .-kv QS the 4 cII.— Use: Residential: New ....( , •;Re'Pla itent Commercial: New .... Replacement ....❑ Fuel Type: Electric [] Gas Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty . Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU ,,o Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan • • 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /I,750,QQ0,BT U.. a ' '' , • ' Appliance Vent Hood 50+ HP/I,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator— Comm /Ind IDate Application Accepted: I Date Application Expires: RMIT APPLICATION NOTES Applicable to all permits in this application 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 I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASI- IINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: T –C /%i�•1•,�,2Q -.•-� Print Name: / o1 2 o ? s 9 J Mailing Address: /as Pov,4- s ptJ2 f ). 125. Date: Day Telephone: o25-3• .5lo 2. 7579 City State Zip 5 \applicationslpermit application (3.2003) 3/2003 Page 4 I luals: 1 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200150 13542 43 AV S TUKW CRESCENT HOMES - LOT 1 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -154 APPROVED 05/06/2004 Receipt No.: Initials: User ID: R04 -00718 BLH ADMIN Payment Amount: 2,150.95 Payment Date: 06/14/2004 12:28 PM Balance: $0.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8281 ACCOUNT ITEM LIST: Description Account Code 2,150.95 Current Pmts BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 2,020.95 23.50 51.00 51.00 4.50 Total: 2,150.95 ,14842 06/15•9716 TOTAL 4207.07; dm: Receipt Printed: 06 -14 -2004 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200150 1354243 AV S TUKW CRESCENT HOMES - LOT 1 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -154 PENDING 05/06/2004 Receipt No.: Initials: User ID: R04 -00549 BLH ADMIN Payment Amount: 1,689.02 Payment Date: 05/06/2004 01:48 PM Balance: $2,048.95 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 1689.02 ACCOUNT ITEM LIST: Description Account Code 1,689.02 Current Pmts BUILDING - RES PLAN CHECK - RES PW BASE APPLICATION FEE 000/322.100 000/345.830 000/322.100 76.00 1,363.02 250.00 Total: 1,689.02 6657 05/07 9 710 TOTAL 3096.20 doc: Receipt Printed: 05 -06 -2004 tsd INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PE (20•)431 -3670 P o ect: Type of Insp tioo: A) 5 2 A Date Called. { P070S- Spedal Instructions: l Date Wanted: a.m. Requester: � Pr's 11g�1 1) 4pproved per applicable codes. corrections required prior to approval. COMMENTS: -ro s<z_+ J " t_.. Date: $>j17.00 REINSPECTION FE REQUIRED. rior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 10 . Call to schedule reinspection. Receipt No.: Date: 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 Project: I c- T.y�j of Inspection: Address: 1 Date alle \� Special Instructions: L t { Date Wanted: `/ ii J t7tm CUD p.m. RReeg1iest rte-, -� 121;1--) 1 �'1 t^r7 ` >..)/1 Phone No: 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 62)Z —i._2 , -,�_- Inspector: Date: Jl ( / El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 16 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD VOLt Retain a copy with permit r 1C L( PERM (206 43 -3670 P1 ct : t PA/ 110/P -Caf Type Ip" e ti �n: p .P i INSPECTION NO. INSPECTION RECORD Retain a copy with permit p006-1-f PER NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 S/ (206)431 -3670 P,rioject: n ii i Type of Inspection: Address (,� �3 it ,2„. 143 Al) Date CSI of d: 1# D/05' Special Instructions: . Date Wanted: J [i,/0 a.m. frrn e Requester: e...4 Ph T3 o: 1)c 772, 79) o .Approved per applicable codes. Corrections required prior to approval. COMMENTS: ctor: t-yv% 7.00 REINSPECTION FEE EQUIREDJPrior to inspection, fee must be aid at 6300 Southcenter Blv ., Suite 160. Call to schedule reinspection. Date: —li —U5 Receipt No.: Date: . rw.. ......,.. ...... .a �,_.r•e .. �.. ...fie.. 4t, +;' ahi INSPECT! • N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit P ject: rese�rJ-t 1- cr,��.� Type of Inspection: _ Cl 42.E sNi ' V� Address: t3 LI Z. l 4u S, Date Called: J 1 - 1 0 -o-, Special Instructions: Date Wanted: 1 — l t- 0 rt. Requester: -1"' F rl Ph ne No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ector: 4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr 'ect: Type of Ins ection: r_, �� I / A d es�4—w-1 I h �1 Date Called: 05 Special'Instructions Date Wanted: t ,m, UO5.m. Requester: ,..�� Phone No: 1/6/0$ 59 loSI -; PuQ coo Approved per applicable codes. Corrections required prior to approval. COMMENTS: il i 1/6/0$ .t. .,,_, k i x)61 ce51 I`. ■ i60f `` `I la £ (1 I m' 0 1'` W-4' Inspector: Date: / cl $47.00 REINSPECTION FEE REQUIRED. Prior to insraection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call tv'schedule reinspection. Receipt No.: ]Date: INSPECTION RECORD Retain a copy with permit Do .f(( CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 PERMIT Proje�ctiya t.()fi Type of Inspection: Pv4 Addres : i364a 43 ab SO ' Date Called: iI- rtp - oLf Special Instructions: Date Wanted: 14:Oa P Req ex: ( Phoned o6 _ --7•7-- "7 q o Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 9 ir wl rot 4; I,,c 440 ) Inspector`' iLV ,,0/1,6,‘..9.41, Date: 11_ -� 06 } $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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)4 1 -3670 Project: (_./;_- t..c!- v,_:7 /44)/L,?...,,, 10 f / Type of Inspection:. Gir' - .e: -C e -e-? CAP , Address: /25(42 X--1. // _ ��. .‘e/x° (� airl Date Called: Q /- d -D4� _ - Special Instructions: Date Wanted: • //- 9-Q4/ - a.m. -p.m. Requester Phone No: „-; %'G >6 27 3. 71,;Zc N Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Date:// 5 - $47.00 REINSPECTIQN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: /� t cesc Tl014IFSr Type of Inspection: �j(%I9 // i /A'7�,, \' Address: .- OT�►�- /,5"d/2- 1/3 -Ati s Date Called: //- / - oN/ Special Instructions: Date Wanted: 1 / — c'u' Z '� G/ a.m. p.m. Requester: /� Phone No: pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: /1 REINSPECTION FEE) REQUIRED. Vnor to inspection, fee must be piai at 6300 Southcenter Blvd., Suite 160. Call to schedule reinspection. Receipt No.: Date: INSPE ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit )431-3670 Project: Ty of Inspection: Address: dZial Z--4/ 194/-5 Date Called: /1 -1 - 0 Instructions. Date Wanted: Date --(-; a.m. Requext5r.:- /,-.,-----‘ PhoreNo: ( N, b--) )77-7, N...., pproved per applicable codes. Corrections required prior to approval. 7 COMMENTS: /0/ei/Arits aniveetA;mis Date: 47.• 0 REINSPECFION FE REQUIRED. Prior t Inspection, fee must be at 6300 Southcenter vd., Suite 100. Cal to schedule reinspection. Receipt No.: Date: . . . 'Au04,-A4P INSPECT N NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P ect: Type of in eti n: 4-1 1,tj. Address: Date Call : t a. 143 55, /o .\s Special st uctions: Date Wanted: /0734,1 p Requester: .- ._,�e-c1 Ph(»Y?\ ---/ / g .79C1 ZO ❑ oa Approved per applicable codes. Corrections required/prior to approval. COMMENTS: ain) 'sS 5 ainn/11%PToz c— A r7 1 1- `/ () .hP61-r+ -1 &A%>✓ erA/(4,1/ G✓l-:/rtye.ci � } R o7 Pnvt P),'17 f ,t i 4 i i_infc /67#40 5 6 tr--rthni AI 4 % „,- 6 ❑ oa Approved per applicable codes. Corrections required/prior to approval. COMMENTS: ain) 'sS 5 ainn/11%PToz c— A r7 1 1- `/ () .hP61-r+ -1 &A%>✓ erA/(4,1/ G✓l-:/rtye.ci � } R o7 Pnvt P),'17 f ,t i 4 i i_infc /67#40 5 6 tr--rthni AI 4 % „,- 6 fi. 7 () 7--A/s7/6,497- _......".......,_ ''',,_ Inspec Date: /1)/, .00 REINSPECTIOh FEE REQUIRED Prior to inspection, fee- ust be paid at 6300 Southcenter Blvd., Suite 00. Call to schedule reinspection. Receipt No.: Date: U Z 'z ~ rt 00 N0 J1— �"- W0 u —a =W Z� ZI- U� OH WW H O Z 0 =. 0~ z M INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (06)4 1 -3670 • W11- 152-1 Projec • ' �r,rsc Pvl l \0 -r 5 Type of Inspection: 5,�e►r Wa � � I h A Address: 13S Lt I k-t 3 Ad S Date Called: �1- 2.- 014 Special Instructions: Date Wanted: ` a Li Wanted: - p.m. Requester: TTY C( Phone No: 206_ `1-7 S - 7 92O Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: Inspector: e"--q:: () 1Date: q _ -..._041 -VOMNPAr $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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit PERMIT N S. (206)431-3670 Projiesct: i -JO Lesc'evyk- k\o■mes 1 Type of Inspection: xie kr lor WcAt\ Sec' Address: 13.S.)-12 4 1 Aos Date Called: ,-, ki-).-041 Special instructions: Date Wanted: ers-oLA Cla5:1--17.m. Requester: 7° a Phone No: Approved per applicable codes. 0 Corrections required prior to approval. OMMENTS: Inspector: Date: q. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: I f itt'zcso';1- 5 i2:12 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Do PER (20•)431 -3670 Pr9jpct: (%� c �L� �lC_�J Type bf Inspgction: A" t -14,_4 1 r Address: ,85- 9� 413 s Ly .3. Date Call d: - -D Special Instructions: / Date Wanted: /! .0 a.rni , _QT p.m. Requester:% -27,6 7. Phone No: (. - -o) 77P-7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �l Ai Date: q _ 3- 0 a" ) $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: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit • 00(4 /51i IT NO. J (20. 431 -3670 Pr j.ct: ,Type �� ?- L/ . tt'LL' — if Inspection: J f. . ( .A ,' I Ad •{ s Date alle•: �*7 Special Instructions: ti Date Wanted: 1 a,m, alt p.m. Requester: Ted i Phon( S:� �, \ 7.-7x -420 MApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: • Inspector: Date: 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: Z � W a: J U. 00 N J H � u. W ° J u_ co = W Z 1— WO W U 0 N 0 - 0H W W I tL O WZ U= O~ z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit P)(1--(s" PER (706)431 -3670 P elect: 7 46(1244 )- ttr(iit I Type of Inspection: '"'''') Walicy71 LA 17(..a..--t7 A A ss: 1-)- 13 Date Called: }Q �3 )0 Special Instructions: Date Wanted: (((/��n. p.� Requester: --i—� Phone:-. Q - / 7 / (%O I21Approved per applicable codes. El Corrections required prior to approval. COMMENTS: e t k, ) t, \Pc\ ev\4\ v� C red( it..) Sec, Cf /00A C• P vrthk, olrei V to \iv\014 .0 r , 4(S \to-D G t/" e.. 4ci ; c_ V G o U ✓ - jO ,. 4 ) Inspector---lip r) Date: 16 02,,1 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: lY�tai9:k. .4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 Pyyj�e--ct: L-/Va +1145, —krif Type f Inspection: . V 0 1 (IA...- Address: 1 3 i-t- LER A-0 „Si Date Called: 1 1 /°9 Special Instructions: Date Wanted: � 11�}Z /ay Requester: ,,,..—eat Phone o ,...7.7-t. 792.0 p. Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector` ,� Q Date: g 6\ 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: INSPECTIV1140. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit 20 )431-3670 P oject: kali. .artinraldillank 4 As dre s:. f i ' r mimem rivliffilltua , Typ (8f lnspecti • n: 1/1 .fcl . ,A, Oa 'ate Called: V , ) Spe is InstiVions: , 1 /3/Z --Z.V3krik" c'E \a Date Wanted: t 15 . Plirim: Requester. ikaktiLl Ph_Ta:9 , _7,4 3 „...., 4.44.1„tu Approved per applicable codes. Ai Corrections required prior to approval. COMMENTS: < 5 /42 4P 1-4" — Inspector: Date: 6 El $47.O'O.RtINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: -.P.','”,•"• • • .:"•‘•-• • - • ' Date: • •, < • - IL/2 6 D 0 ci) • ul W I • u_ Lu 0 2 :11 u.. < S .11 a tu ' Z 0 Z LUJW 2 D n a • co O — O I- Lu UI X 0 4-- 0 0 F: 0 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 Doi -,S4. Project: Crescernt Names Type of Inspection: clown 5pou -t- Address: !354'2 4'3rJ Ave s �-j Date Called: S- i z-©q Special Instructions: 1 Lot Date Wanted: n D 3"OG�' p.m. Requester: ,,v Y'j c. Ace Con: Phone No: 0 206-5/0 —59 40 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 'it VC' L( �- CI A c;:.' 6 (`; . U g C 1(< . er.,c;1 < :QA,K.Q 'Cp.t_. IJ, cu . cti vt 1 4- 1 p, ii. 2' S E,. Lcn- t.^k --, 1 1.) -r . Cyr - 0 /` , %Cilef.ryi J4- e -iv y .C, ,t t Inspector: Date: 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: r: i INSPECTION RECORD .1� � ,��� Retain a copy with permit ii .JJL -- INSPECTION NO. PERM T NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 rct: Ty'p/'��'jp'ff Inspection. f} 7 J Address: 1 r,�p ttt r oet Date Called: ��11 ( .2^ 1 /0L( Special Instructions: - Date Wanted: a.m. ( Requester r GPI P k .42. o,n S 14 �i 0v Phone Le — �'� / EAApproved per applicable codes. O Corrections required prior to approval. COMMENTS: ev', vIn -e 4 r k--0 del It 01,1 •' _. T-D0-7' ■ v.e., 5 t i. t GPI P k .42. o,n S 14 �i 0v S -\, ,,1OL} \-)41 -PC& O�. C LIIv y; euv� 54FCIk••p c0 C O ✓ VI -( r Inspecto . `- )49 Date: _vL' 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: JUL-20 -c:004 15:21 FROM: . SITTS & HILL ENGINEERS, INC. TO:2064313665 P.002/005 Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 July 20, 2004 CRESCENT HOMES 425 Pontius Avenue. N #125 Seattle, Washington 98109 Attn: Ted Chesledon SUBJECT: PONY WALL DETAIL FOR 3006 PLAN Dear Mr. Chesledon: Attached please find a detail for the pony walls for the 3006 plan. following site: 11542 43rd Avenue South, Tukwila, Washington Please feel free to contact our office if you have any questions. Sincerely, SITTS & L ENGINEERS, INC. d Brown, P.E. Project Engineer p:10489/prodocJcorr /Crescent- 20Jul -04. ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. The detail is intended to be used for the EXPIRES: 02/0V o`• .1 Civil, Structural and Surveying �u- RECEIVED JUL 2 1 2004 DEPARTMENT JUL -,20 -2004 15:21 FROM: TO :2064313665 P.003/005 NOTES: 1. WOOD STUD WALL 2. EDGE. NAILING PER SHEARWALL SCHEDULE 3. CONTINUE SHEATHING OVER PONY WALL, 1/2" NOMINAL APA RATED SHEATHING MIN 4. 5/8" ANCHOR BOLTS AT SPACING REQUIRED FOR SHEAR WALL ABOVE, 48' MAX O.C. . CONCRETE STEM WALL 6. FLOOR JOISTS PER PLAN 7. FLOOR SHEATHING . EDGE NAIUNG FOR PONY WALLS TO MATCH SHEARWALL ABOVE. USE 8d ® 4" O.C. MINIMUM 2x6 HF #2 STUDS AT 16" ON CENTER FOR HEIGHTS UP TO 9' -0" TYPICAL PONY WALL AT CRAWL SPACE SCALE: N.T.S. PLACE HOLD —DOWN STRAPS AS SHOWN ON PLAN. LOCATE ADDITIONAL STRAP DIRECTLY ABOVE TO ATTACH TOP OF PONY WALL TO FLOOR ABOVE. ALLOWABLE LOAD FOR STRAP SHOULD MEET OR EXCEED HOLD —DOWN CAPACITY. USE SIMPSON MST 48 ABOVE SIMPSON HPAHD22, STHD10, AND STHD14 SITTS & HILL ENGINEERS, INC. MIL • STRUC1URAL • SIRIiIfINC 2801 G 4 &T. TAi7JY&. M BBroY (Z73) .7.. -044e WIRES FEBRUARY 07, 2006 JUL 21 2004 BUILDING DEPARTMENT JOB max OWN BT. 91EET'. CRESCENT HOMES 10489 EAB 1/1 PONY WALL DETAIL DAT° MANIA RFCFIVED 7 -20 -04 EAB SK4 •1 JUL 21 2004 BUILDING DEPARTMENT I •r. ..l i•r•r.11'1: .SITTS & HILL ENGINEERS, INC. TL: ammow Prohaalonal Engln«aa and Planners 2901 South 40th Street. Tacoma. WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474-0153 .October 4, 2004 CRESCENT HOMES 425 Pontuis Avenue North Seattle, Washingtor 98109 Attn: Ted Chesledon ROBERT J DAHMEN, P.E BRENT K. LESLIE, P.E. 11QBE1ir N. 11:113.1 t..s RA.NDALL C. MAYDON. P.L.S SUBJECT: FRAMING CLARIFICATION FOR 3006 PLAN AND 2550 PLAN, LOCATED AT LOTS 1-4, SARA VISTA, TUKWILA, WASHINGTON Dear Mr. Chesledon, We are providing this letter in order to clarify the following items: • The Simpson A35 clips shown on the shear wall schedule are for additional shear transfer between the floors if the plywood sheathing is not continuous over the rim joist, The clips are not required if the sheathing is installed continuous over the rim and attacheo to the . plate below. Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. rl�� Ed Brown, P.E. Project Engineer T 11793.2rujc, a%rrCrescent- 4-Oct-c4 is� [kXP1RS 0207,2)& Civil, Structural and Surveying RECEIVED OCT - 8 2004 DEPARTMENT FRAMING 4 FOUNDATION DIMENSION FOUNDATION DRAIN RI,NISH PER ELEVATION OVER q)L.B. BUILDING PAPER VER SHEATHING PER PLAN 6" MIN. L__ RECEIVED MAY 1 8 2004 TUKWILA PUBLIC WORKS 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD 5UE3FLOOR GLUED * NAILED FLR. J5TS. PER PLAN -�i4 . XQ_I - III - 111 —.II +. 1111. ;-(z°171: � 1 =1 I I- 11: I- _ u STORMINE ' I i- I I 4• .. IL )v DRAIN — I 1 I - ..[L • O m <C�C iF REQUIRED' I 41(x 7- . fL1lQ � � �_� • �I `�i I 1 =1 ,.Ii , . 17.-- 6. MIL. BLACK V. B. • •o .:1 i1=-11.1.-- I I P.T. SILL PLATE A.B. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN z 1 4" DIA PERF. FOUNDATION DRAIN 4 140-re d A • 1�' II�� • 0 rnn'Rn, TrvE0 ?1AY0s2004 PERMIT CENT ER Cv.ctwk d V� ti� R>04 v% ��� � U 14c. -1-; C iEv -l-ic n, C'Y'cku.)\ C�V•47\.1 � g1.1cL -f e C't�� w 6 00 J • u_ W O 2 u a =d W z= I- 0 z IF- co O- O H W W H 1- ..z U= 0 1' z SM Rt \117/4, L0-7- / 1.35-42. Li 3r52'' Ave, 5. Ws% 981108 9,99 -Is-1-1 ,3bOL „A„ C resom. Rome ,. 3 .3 esti rZ , z c...' -1 ra S. RECETU � 1)L err( OF 2004 PEWIT CE ER z QQ� JU 0 CO CO ILI J N LL. W O Q. co I d. W Z� I— O Z F— • p O — • N L� I— W • U1 — O Z w • U): O ~ Z • GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON i FILE COPY PROJECT No. 092 -01004 FEBRUARY 20, 2001 Prepared for: MR. BEHZAD CHAUHDRY SARA DEVELOPMENT, INC. POST OFFICE Box 5544 TUKWILA, WASHINGTON 98064 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DWISION 19501 144TH AVENUE NE, #F -300 WOODINNVILLE, WASHINGTON 98072 (425) 485 -5519 i 1K121.'Z2UT1 ■ & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS txs-HS'I �. 17-1 K KraZan 86 ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 20, 2001 Mr. Behzad Chauhdry Sara Development, Inc. Post Office Box 5544 Kent, Washington 98064 RE: Geotechnical Engineering Investigation Report Proposed Sara Development Tukwila, Washington y KA Project No. 092 -01004 Dear Mr. Chauhdry: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. CB /cb Respectfully submitted, KRAZAN AND IA S, INC. Chris Behrens Senior Engineering Geologist Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax (425) 485 -6837 092. 00024- Juanit PoiM.doe IKrazari 85 ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION 1 PURPOSE AND SCOPE PROPOSED CONSTRUCTION 1 2 SITE LOCATION AND SITE DESCRIPTION 2 .. GEOLOGIC SETTING 2 FIELD AND LABORATORY INVESTIGATIONS 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 3 GROUNDWATER 4 SEISMIC CONDITIONS 5 CONCLUSIONS AND RECOMMENDATIONS 5 Erosion and Sediment Control Site Preparation 8 Groundwater Influence on Structures /Construction 9 Structural fill 9 Drainage and Landscaping 10 Utility Trench Back ill 10 Floor Slabs and Exterior Flatwork 11 Lateral Earth Pressures for Permanent Structures 11 Foundations 12 Testing and Inspection 13 7 LIMITATIONS VICINITY MAP Figure 1 SITE PLAN Figure 2 CROSS SECTIONS Figure 3 FIELD AND LABORATORY INVESTIGATIONS Appendix A EARTHWORK SPECIFICATIONS Appendix B Eleven Offices Serving The Western United States 19501 144th Ave. NE *Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 Sara Dcve1opmcntdoc 13 ` t ,_K MOM :„ azan 86 ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION, TESTING & INSPECTION February 20, 2001 r , KA Project No. 092 -01004 Z t'_,... l-6 CL 2 GEOTECHNICAL ENGINEERING INVESTIGATION v o PROPOSED SARA DEVELOPMENT co 0 TUKWILA, WASHINGTON w i O L W O INTRODUCTION 2 27 J This report presents the results of our Geotechnical Engineering Investigation for the proposed Sara • d Development to be located south of the Y- intersection of 43rd Avenue South and Macadam Road South, H W in Tukwila, Washington. Discussions regarding site conditions are presented herein, together with Z i conclusions and recommendations pertaining to site preparation, temporary shoring, structural fill, ' Z O utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, and retaining wall /basement wall design parameters. v 0 0 S A site plan showing the approximate exploratory test pit locations is presented following the text of this O H w report. A description of the field investigation, exploratory test pit logs, and the exploratory test pit log H U legend are presented in Appendix A. Appendix A also contains a description of laboratory testing phase — ii. Z of this study; along with laboratory test results. Appendices B and C contain guides to aid in the w development of earthwork and pavement specifications. When conflicts in the text of the report occur v z O~ with the general specifications in the appendices, the recommendations in the text, of the report have Z precedence. . PURPOSE AND SCOPE This investigation was conducted to evaluate the soil, slope, and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and structural fill construction. Our scope of services was performed in accordance with our proposal dated November 22, 2000 (KA Proposal No. P00 -361A) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating eight exploratory test pits on the subject site. The test pits ranged in depth from 10 to 13 feet to evaluate the subsurface soil conditions at the project site. Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 seta Dcvelopimit.doc KA No. 092 -01004 February 20, 2001 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. z • Evaluation of the data obtained from the investigation and an engineering analysis to provide 1 z recommendations for use in the project design and preparation of construction specifications. �QQ w JU • Preparation of this report summarizing the results, conclusions, recommendations, and findings U p❑ of our investigation. CO PROPOSED CONSTRUCTION co w0 w We understand that design of the proposed single family residential development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the development will consist of construction of 9 single - family = a residences. The residences will be one- to two -story structures with slab -on -grade foundation systems. Z z al F Footing loads are anticipated to be light to moderate. - Z� w In the event the structural or grading information detailed in this report are inconsistent with the final design, the Geotechnical engineer should be notified so that we may update this writing as applicable. o o ff SITE LOCATION AND SITE DESCRIPTION w • w The subject property is located south of the Y- intersection of 43rd Avenue South and Macadam Road t'-- Z South, Tukwila, Washington. According to the U.S. Geologic Survey, 7.5— minute Des Moines w Uc° topographic quadrangle map, the property is located in the northwest quadrant of section 15, Township • /—. 23 North, Range 4 East. The site is triangular in shape and encompasses approxiiately 3 acres. The site is bordered on the west by 43rd Avenue South, residential properties, and Southgate Park, to the east by Macadam Road, and to the south by residential properties. At the time of our investigation, the site was forested and undeveloped, except for the proposed Lot 8 where an existing house (abandoned) is located; and proposed Lot 7 where an existing garage (abandoned) is located. The southern portion of the property is occupied by a natural drainage gulch and is designated as an open space buffer area. The side slopes of the drainage gulch dip between approximately 18 and 33 degrees (33 to 65 percent grade). The gradient of the stream channel in the drainage , gulch is approximately 5.6 (18 percent grade). The proposed development will occupy the central, and northern portions of the site. On this portion of the site the slopes vary between 5 and 23 degrees (10 to 43 percent grade) and slopes towards the northeast. Mature deciduous trees and blackberry bushes occupy a majority of the property. GEOLOGIC SETTING The subject site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Develop cnt.doc , i ) L . U� ! L • KA No, 092 -01004 February 20, 2001 Page No. 3 Olympia, Washington, this Iowland is glacially carved, with a depositional and erosional history including at least four separate glacial advance /retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The United States Department of Interior USGS Des Moines, Washington Geology Map and the Preliminary Geologic Map of Seattle and Vicinity, Washington indicates that the property is Iocated within the contacts of Kame - Terrace deposits (Late to Middle Pleistocene) and pre - Vashon drift or Transitional Beds (Middle Pleistocene). The Kame - Terrace deposits consist of a complex of poorly to well -sorted and stratified gravel and sand with variable amounts of silt and clay deposited against or close to the glacial ice. The Transitional Beds underlie the Kame - Terrace deposits and consists mostly of massive to thinly bedded clay, silt and fine sand, with peaty sand and gravel occurring in the lower part. These fine sediments were mostly deposited in lake (GIaciolacustrian) environments, and in fluvial systems prior to the advance of the glacier. The Transitional Beds appear firm in outcrops, but due to a high moisture content and jointing in the beds they can become unstable on steep slopes, and numerous landslides have occurred where exposed on bluffs and slopes. FIELD AND LABORATORY INVESTIGATIONS A field investigation consisting of excavating eight exploratory test pits ranging in depths of approximately 10 to 13 feet below existing site grade, using a Case 580 4X4 backhoe, was performed to evaluate the subsurface soil conditions at the project site. The test pit excavation was performed on January 23, 2001 utilizing Northwest Excavating & Trucking, Inc., as a subcontractor. Due to heavy vegetation and slopes the exploratory test pit locations were dependent on accessibility. The exploratory test pits were placed in or near the footprint of the proposed single family residence locations where possible. Figure 2 shows the approximate locations of the exploratory test pits. The soils encountered were continuously examined and visually classified in accordance with the Unified Classification System. Soil samples were retained for laboratory testing. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, and gradation of the materials encountered. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final exploratory test pit logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appeared to be typical of those found in the geologic region of the site. Our exploratory test pits revealed that the proposed lots and building sites to be generally underlain by approximately 1 to 2 feet of loose, silty fine sand with variable amounts of gravel, roots, and organics (topsoil). In the exploratory test pits TP -1, TP -2, TP -3, TP-4, TP- Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Dcveloprrcncdoc KA No. 092 -01004 February 20, 2001 Page No. 4 5, and TP -6 the above soils are underlain by 2 to 10 feet of loose to dense, fine to medium sand with variable amounts of silt and gravel (Kame- Terrace Deposits). The above soils were encountered in TP- 1, TP -3, and TP-4 to their termination depths. In the exploratory test pits TP -2, TP-4, TP -6, and TP -7 the Kame - Terrace deposits are underlain by approximately 4 to 9 feet of medium dense to dense silt with variable amounts of fine sand to stiff to very stiff lean clay (Transitional Beds) to their termination depths. In exploratory test pit TP -8 the topsoil is underlain by approximately 4 feet of loose, fine to medium sandy silt with variable amounts of gravel, asphalt, brick and floor tile rubble (Fill). The above fill is underlain by approximately 2 feet of loose, fine to medium sandy silt (Relic Topsoil). The relic topsoil is underlain by approximately 6 feet of stiff to very stiff lean clay (Transitional Beds) to TP -8 termination depth. Moisture contents of the sampled soil ranged from approximately 9 percent to 33 percent. For additional information about the soils encountered, please refer to the logs of the borings in Appendix A. SLOPE CHARACTERISTICS The southern portion of the property is occupied by a natural drainage gulch and is designated as an open space buffer area. The side slopes of the drainage gulch dip between approximately 18 and 33 degrees (33 to 65 percent grade). The slopes of the drainage gulch are heavily vegetated, and covered with forest duff limiting the exposure of soil to the creek cut. Besides the recent alluvial deposits (reworked glacial soils) along the creek channel, it appears that the creek channel is cut into the older weathered transitional beds. No apparent soil structures were observed (bedding dips, joints, or other contacts) due to erosion along the creek channel. However, trees along the drainage gulch slopes are tipped down slope, and or have curving trunks indicating soil creep over time. At .the time of our visit the slopes appeared to be relatively stable, but recent rotational slide activity was observed along 43`d Avenue South, just south of proposed Lot -l. The recent slide scarp extends from approximately the intersection of South 137th Street and 43rd Avenue South for approximately 300 feet north. The toe of the slide was not observed due to heavy vegetation along the creek bed, but the slip plane most likely daylights along the creek at the base of the slope. A portion of the slope grades in the drainage gulch exceed 22 degrees (40 percent grade) shallow slides or soil slips involving the upper soil layers typically form on these slopes. They are typically caused by prolong rainfall and commonly produce debris flows. No recent shallow slides were observed, but the geomorphology of the drainage gulch indicates older shallow slide scars that have been overgrown. GROUNDWATER The exploratory test pit locations were checked for the presence of groundwater during and immediately following the excavation operations. Groundwater was encountered in exploratory test pits TP -1, TP -2, TP -3, and TP -6 between 2 and 9 feet below the existing ground surface. It should be recognized that water table elevations might fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Devclopment.doc KA No. 092 -01004 February 20, 2001 Page No. 5 observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. SEISMIC CONDITIONS According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, the project site lies within Seismic Risk Zone 3. The soils encountered exploratory test pits were loose to dense. The overall soil profile generally corresponds to seismic soil profiles SD as defined by Tale 164 of the 1997 Uniform Building Code. Soil profile SD applies to a profile consisting of medium dense to dense soils within the upper 100 feet of the profile. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. After completion of the recommended site preparations, the parcel should be suitable for the proposed developments. General The subject site is designated as a sensitive area, therefore falls under the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45. Because of the variable topography over the site and the impact of the watercourse on the south portion of the site each proposed lot will be discussed individually below: Lot -1 Located on the south - southwest portion of the site. Lot -1 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -1 also falls under areas of potential geologic instability because of slope areas greater than 40 .percent, and existing mappable landslide that closed 43`d Avenue South, portions of Lot -1 is defined as a Class 4 area. Since portions of the lot can be classified as Class 4 the proposed structure location shown on Lot -1 should in addition to its shown 35 foot offset from the required 35 foot buffer, have an additional set back of 20 feet. This is a total of approximately 90 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -2 Located on the southern portion of the site. Lot -2 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites Krazan & Associates, Inc. . Eleven Offices Serving The Western United States 092 -01004 Sara DevdopmenLdoc KA No. 092 -01004 February 20, 2001 Page No. 6 topographic map. Lot -2 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and southeastern portions of Lot -2. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -2 should have an additional 20 -foot set back. This is a total of approximately 125 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -3 Located in the central portion of the site. Lot -3 southeast corner abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -3 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central portions of Lot -3. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -3 is located near the central portion of an approximately 35 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot-4 Located on the west - central portion of the site. Lot-4 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot-4. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot-4 is located near the toe of an approximately 30 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -5 Located on the east - central portion of the site. Lot -5 falls under areas of potential geologic instability because of the short plat location. Lot -5 slopes generally to the northeast at 10 percent or less. Since the lot slopes at 10 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45, the lot should be classified as Class 1. Lot -6 Located on the east - central portion of the site. Lot -6 falls under areas of potential geologic instability because of the short plat location. Lot -6 slopes generally to the northeast at 8 percent Krazan & Associates, Inc. Eleven Offices Serving The Western United States A9; 092.01004 Sara Doveloproent_doe �F .17YY/[��YPa'!K2�7.?-(?Y.Y!.'yy KA No. 092 -01004 February 20, 2001 Page No. 7 or less. Since the lot slopes at 8 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -7 Located on the northwestern portion of the site. Lot -7 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot -7. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -7 is located near the toe of an approximately 28 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -8 Located on the north portion of the site. Lot -8 falls under areas of potential geologic instability because of the short plat location. Lot -8 slopes generally to the northeast at 20 percent or less. Since the lot slopes at 20 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -9 Located on the north portion of the site. Lot -9 falls under areas of potential geologic instability because the lot slopes between 20 and 40 percent to the northeast. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -9 is located on the upper portion of an approximately 25 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wet lands, streams, lakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in the City of Tukwila Municipal Code and in other codes and ordinances of the city. Since the southern portion of the subject site is part of an existing watercourse, the ESC will need to be site specific. This may require more conservative Best Management Practices (BMPs) for the control of erosion and entrained sediment. This may include limiting the soil and foundation work to the dry season, and more stringent cover requirements, in order to maintain and protect surface water quality. As a minimum, the following basic recommendations should be incorporated in the design of the erosion and sediment control features of the site: Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sera Dcvcbprtrnt.doc KA No. 092 -01004 February 20, 2001 Page No. 8 1) Phase the soil, foundation, utility work, and other work requiring excavation or the disturbance of the site soils during the dry season (generally May through September). • 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Site Preparation We understand that design of the proposed single family residential development is currently underway; final grades pertaining to the structures are unavailable. General site clearing should include removal of existing pavements, vegetation; trees and associated root systems; wood; existing utilities; structures including foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 12 to 24 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas due to the presence of loose soils, and fill soils. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non - structural areas. The exploratory test pits encountered loose soils to a depth of 3 to 6 feet throughout the site. This material should be overexcavated to the level of medium dense soils.. The resulting excavations can be filled with Geotechnical engineer approved on site native soil, or imported structural fill to footing subgrade. This fill material should be within 2 percent of optimum moisture, and recompacted to a minimum of 95 percent of maximum dry density based on ASTM Test Method D1557. In addition, fat clay was encountered in test pit TP-4. Fat clay has a high shrink/swell potential and may cause differential movement of floor slabs and shallow foundations. The fat clay should be removed to a level where a minimum of 2 feet of non - expansive fill (approved native or imported structural fill) can be provided beneath floor slabs and foundation elements During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture conditions, disturbance sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. If overexcavation is necessary, it should be Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 San DevelopmenLdoc KA No. 092 -01004 February 20, 2001 Page No. 9 confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry warm z weather. If the soils cannot be dried back to a workable moisture condition, remedial measures may be 4-- z required. General project site winterization should consist of placement of aggregate base and ce protection of exposed soils during the construction phase. U0 'n 0 O Any buried structures encountered during construction should be properly removed and backfilled. co w Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should _I H be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, 0 w w0 .underground storage tanks, debris pits, cesspools, or similar structures should be entirely removed. 2 Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing g Q elevations or as recommended by the Geotechnical engineer. The resulting excavations should be co backfilled with structural fill. = O �.w Z= A representative of our firm should be present during all site clearing and grading operations to test and . 0 observe earthwork construction. This testing and observation is an integral part of our service as 11.1 • j acceptance of earthwork construction is dependent upon compaction of the material and the stability of U o the material. The Geotechnical engineer may reject any material that does not meet compaction and 00 H stability requirements. Further recommendations of this report are predicated upon the assumption that w earthwork construction will conform to recommendations set forth in this section and the Structural fill H U section. i H 0 U 52 H 1- O z Groundwater Influence on Structures /Construction Groundwater was encountered in exploratory test pits TP -1, TP -2, TP -3, and TP -6 between 2 and 9 feet below the existing ground surface. The groundwater elevations are most likely caused by hillslope hydrology this is the process of groundwater flowing down gradient to a low point in this case the watercourse on the south portion of the site, and the Duwamish River valley. The Kame - Terrace deposits deposited on the site slopes can be considered to be relatively permeable. The Kame - Terrace deposit sands overlie the relatively impermeable Transitional Beds, resulting in horizontal migration of the groundwater within the overlying permeable soils. The gradient of the groundwater at the site is anticipated to roughly match the topography of the site. The use of a temporary dewatering system should be anticipated during excavation work for the proposed residential structures. Design of temporary dewatering system to remove groundwater should be the responsibility of the contractor. Structural Fill A portion of the existing soils may be suitable for reuse as non - expansive structural fill provided it is relatively free from organic material. We recommend that a representative of Krazan & Associates be on -site during excavation to determine which soils are suitable for structural fill. Krazan & Associates, Inc. Eleven Offices Serving The Western United States .v.r.. -rte ..« . ...:�.. 092 -01004 Sari Dcvebpment.doc §wwtt.?^ivM'xwR IKNMIIWW41' N .r.M1 NSYtM.2!+nwrct nom M�erik+rouv they will also cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of structural fill. Utilitytrench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 2 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. • Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-01004 Sara Developmcu4doe iS. entkVett$ .44#WM mn +..�..t.t... r> KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than '/2 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Devebpcnert.doc KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than V2 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 sera Dcvc1opn ntdoc "" • KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than '/2 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these -recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Devebpment.doc r • KA No. 092 -01004 February 20, 2001 Page No. 14 without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed "during our field investigation. If any variations or undesirable conditions are encountered during construction, the Geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 sera ncvelopxncx.doe • /• i c: h • nve -m!? T&eater -' 0 ,ti rl� •Tan�....�� 1.� • -- Duwa X6, 10* Foot 'I ss adio Ts ev l • Eariingtori Park 47 1 " Jvig de' ,v-m\ �\� Mlddk 11_1 :[aloe Sc,✓ 299' q . F�rerr" �L 111111 MINIMEIRININV7 usions tk:a =wen- -'� kilverton Mote: Figure generated from TOPO! ®. 3 8 #4. taii \ KRAZAN & ASSOCIATES 19501 144th Ave. NE #F -300 Woodinville, WA 98072 . 425 -485 -5519 FIGURE 1 - VICINITY MAP Location: Tukwila, Washington Job No. : 092 -01004 Client: Sara Development Date: 2 -20 -01 �4i ";fi•'r"v`R Yy '� "i�FY.'�fyy.a'�i'w.••"''*h•r .'.;� ��nr., _ .... • • W Logs of Test Pits �QQ2 JU & U O. 2 D J =. Laboratory Testing N� wO � d c0a =w Z f- zI Ill w b �o tit U N 5 D H. ww x i- u_ F-- Z UN F - _ O~ Appendix A Page A.1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Eight exploratory test pits were excavated. The exploratory test pit locations are shown on the site plan. Elevations shown on the boring logs were interpolated from topographic information provided by others. The depths are from the existing ground surface at the time the borings were drilled. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System. Soil samples were obtained from the exploratory test pit sidewalls or from the bottom of the exploratory test pit. All samples were returned to our Woodinville laboratory for evaluation. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In situ moisture contents, sieve analysis tests, and Atterberg Limit test were determined for the samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory test pits and laboratory determinations are presented in this Appendix. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara tkvalopmeru.doc A CROSS SECTION A -A' 150 Elevation (R) I 140 130 I 130 140 I I I 1 I Surface Profile --.A 120 130 Surface P ofile —.A I 110 100 120 I i 1 100 90 110 1 90 100 Surface Profile —.,, I 90) I 1 1 0 50 100 150 200 250 300 (ft) B' CROSS SECTION B' -B B 140 Elevation (It) I Proposed Building Location _ 140 130 I 130 I I I 120 I 1 I 120 110 Surface P ofile —.A 110 100 Creek 1411gnment 100 90 90 0 50 100 150 200 250 300 (ft) Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Finish Floor elevations have not been established 'at this time. The structures shown on.slope areas reflect proposed placement . Cross Sections Sarah Development Job Number. 092 - 01004 ri Date: Februa ry 15, 2001 Krazad ASSOCIATES, INC Sck�fL.c,'wzfily 5 Axi•!P. S4AWr Ar.otws,cr rl *.vt.!srw �+l..T'Kttih.._.........: E '31... •. CROSS SECTION A -A' CROSS SECTION B' -B B anon (11) f roposed Building Locator _—, 150 Surface Profile —T 140 130 130 rroposea Bu ua g tocauon —� 120 120 Surface P ofile —NA 110 Lrface Profile —NA Creek [Alignment 100 100 50 100 150 200 250 300(ft) CROSS SECTION B' -B B anon (11) f roposed Building Locator _—, 140 f 130 i 120 Surface P ofile —NA 110. Creek [Alignment 100 90 50 100 150 200 250 300(ft) • swing Provided By Sarah Development , Inc. t established 'at this time. reflect proposed placement . Cross Sections Sarah Development Figure 3 Job Number: 092 - 01004 Drawn By VURJ Rrviewed By C.@ /T G.B Date: February 15, 2001 Kra Tan i 3 ASSOCIATES, INC. Drawing Number. 2 Drawing Type: Site Plan YSn�.•...o.:,.aNnw..a++u • r.,... ..,....w. ..« i,..., >.'..�... +...- ...w.�.. Mrw., ww�.wv s.r w+ssu. 1 • • LEGEND Test Pit Location Existing Structures ' • Proposed New Construction Proposed Setback (Krazan) Topography Line (2 foot Intervals) Cross-section Line • Creek Alignment TP-1 —/-" Contou Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Site Plan Sarah Development Scale: 1 In = 60 feet Job Number 092 - 0100' Date: February 15, 2001 . ..-•■••■• • •• Krazan ASSOC ••••+•••vrre, 5••t,,Y,...•',"!•14#0,194%),6, Project: Residential Development Log of Test Pit I Project No: 092 -01004 Client: Sara Development Figure: A -1 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, very heavy flow SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth Symbol Description Sample Number Depth (ft) 0 Ground Surface 0 i ii I I ' SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black • berry roots, loose, wet • STo-psoil1 f -• ; — 5-r 10 .... WELL GRADED SAND WITH GRAVEL (S1019 Dark yellowish brown, fine to coarse grained sand, loose to medium dense grading to dense, wet. G -1 (Kame- Terrace Deposit) - Groundwater flow at 2 feet appears to come from an old stream channel. .. 5— G -2 10 • -+ 15— _ -. 20— End of Test Pit Massive caving from surface • 15- I 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1123/01 1501 -15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 w•+. w+.. n. n.., nr». em.. Y, M«.,-,..;....,.-.. ...v�..w,rnrpr.MUrmZ:• >uun.+.�+w m..,.vwt,M�vy,.. ,-vr,.ropyr,e, ZWI. T•.Wmn. 1� Project: 092 -01004 Log of Test Pit 2 Project No: 092 -01004 Client: Residential Development Figure: A -1 Location: Sara Development Logged By: ALH Depth to Water 5.5 feet, light seepage SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 3 I t 1 Remarks . Depth l Symbol Description ISample Number LE r 0 in Ground Surface 0 0 11111 � I il SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black III bevy roots, loose, wet / Cfogsoil. J y POORLY GRADED SAND WITH SILT (SP -SM) - , 10 Light yellowish brown, fine to medium grained sand, 9 Y f �� , trace gravel, moist. G -1 •• �' yeathered Kame- Terrace De -posit J/ 5-. • _ POORLY GRADED SAND W /SILT AND GRAVEL V....' (SP -SM) G -2 • Light gray, fine to medium grained sand, loose to 111111111 11 it l I '11111 medium dense grading to dense, very moist. Tame-Terrace Deposit / SILTY SAND WITH GRAVEL (SM) Grayish bro, fine to medium grained sand, occasional - J I lr cobbles and boulders and decomposed granite stones, G -3 - 10-- • very moist. iplacial tilt SILT WITH SAND (ML) Light gray, very fine grained sand, moist. G-4 (Transitional Beds) G -5 15— End of Test Pit ' 15— i 20 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 • 1501 -15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • Project: Residential Development Log of Test Pit 3 Project No: 092 -01004 Client: Sara Development Figure: A -3 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, light flow SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 I i Remarks Depth Symbol Description Sample Number Depth (ft) Ground Surface 0 - . 0 5 10 I .I i SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, ' wet. 1Topsoi11 SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, moist to wet (Glacial till -like below 5 feet). • , (Kame - Terrace Deposit) . .1 - { 5.- 10 15 1 20 End of Test Pit 15- - 20 i Method: Caterpillar 416C Krazan and Associates 1501 -15th Street NW Excavation Date: 1/23/01 Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • WNW Project: Residential Development Log of Test Pit 4 Project No: 092 -01004 Client: Sara Development Figure: A-4 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 I I I Remarks Depth Symbol Description Sample Number a Depth (ft) 0 Ground Surface - SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, • wet. EropsoilL POORLY GRADED SAND WITH SILT (SP -SM) Yellowish brown, fine to medium grained sand, loose, moist. Tame-Terrace Deposit' FAT CLAY (CH) Grayish brown, minor fracturing, stiff to very stiff, moist. (Transitional Beds) 10 %/ / r / 5 - i G -1 10 1 l r-^ - - 15- 1 1 1 20 End of Test Pit - i 15- - 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Client: Sara Development Location: Tukwila WA Depth to Water Not Observed Log of Test Pit 5 Project No: 092 -01004 Figure: A -5 Logged By: ALH SUBSURFACE PROFILE a a) 0 0 .n E T Description SAMPLE a� .n E a) E a C/) 0 Moisture Content ( %) 20 40 60 80 Remarks 5 101 Ground Surface SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoilj SILTY SAND WITH GRAVEL Yellowish brown, fine to coarse grained sand. Small lenses/layers of silt and dean sand and occasional cobbles, loose to medium dense, moist. (Somewhat glacial till -like in appearance.) (Kame - Terrace Deposit) End of Test Pit 15— 0 10 15— 20 Method: Caterpillar 416C Contractor: Northwest Excavating Krazan and Associates 1501 - 15th Street NW Suite 106 Auburn, Washington 98002 Excavation Date: 1/23/01 Sheet: 1 of 1 Project: Residential Development Client: Sara Development Location: Tukwila WA Depth to Water 9.0 feet very light seepage Log of Test Pit 6 Project No: 092 -01004 Figure: A -6 Logged By: ALH SUBSURFACE PROFILE a a) 0 .0 E cn Description SAMPLE a> .n E 7 a) a L E a Ua) Moisture Content (%) 20 40 60 80 Remarks Ground Surface SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained, loose, wet. ' jTcpsoil) SILTY SAND (SM) Grayish brown, fine grained sand, loose, moist. jKame- Terrace Deposit) LEAN CLAY (CL) Gray, some fracturing and minor slickensides, very stiff, moist. (Transitional Beds) 10 End of Test Pit G -1 10 15— 20 Method: Caterpillar 416C Contractor: Northwest Excavating Krazan and Associates 1501 - 15th Street NW Suite 106 Auburn, Washington 98002 Excavation Date: 1/23/01 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 7 Project No: 092 -01004 Client: Sara Development Figure: A -7 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 I I Remarks Depth Symbol Description Sample Number r 0 o 0 10- Ground Surface , ; SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, wet. Topsoil ,� ,. SANDY SILT (ML) _ - - Grayish brown, fine grained sand, medium dense, moist. 1 JIt..- Q ransitional Beds) 1 LEAN CLAY (CL) Gray, stringers and lenses/layers of fine sand and occasional drop stone, stiff to very stiff, moist. /i — ' i 10 ' f 4 _ 15- 1 1 1 20 End of Test Pit 15- - -' 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 .nv..,�_..e re:lS,C.Y�4'y,'}'nARV4K' �. yRif..UMTnr/fR3�Ciwyfyvrc.ewq�. 1 , 1 Project: Residential Development Log of Test Pit 8 Project No: 092 -01004 Client: Sara Development Figure: A -8 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed •SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 lilt Remarks Depth Symbol • Description Sample Number Depth (ft) Ground Surface 0 _ • 0 SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, 1 wet aoasoD SANDY SILT (ML) Grayish brown, fine to medium grained sand, concrete and asphalt rubble, broken brick, floor tile, and gravel, soft/loose, moist to very moist. _ -7 - i i 5 (Fill 1 SANDY SILT Dark brown, fine to medium grained, soft, moist (Old topsoil) - 5 F 10 v LEAN CLAY (CL) Grayish brown, stiff to very stiff, moist to wet. (Transitional Beds) / ? 10 , _ _ 15 _ 1 End of Test Pit - 15 — 1 � • ' _ _ _ . I 1 20 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Particle Size Distribution Report Project: Sara Development Client: Sara Development, Inc. Project No.: 09201004 PERCENT FINER Sample No: 7104(1) Location: TP -1 G2 100 90 W 70 60 50 40 30 20 10 0 Source of Sample: Date: 2 -9 -01 Elev./Depth: i +r - wi \ O f H Y .f • i i i E • ,% FINES CRS. FINE CRS. MEDIUM FINE SILT • CLAY 0.0 . 0.0 . 8.5 17.8 46.6 4.5 85.7 jr .25 in. . #4 77.4 #10 68.9 #20 61.5 #30 57.8 #40 51.1 #50 43.1 #60 36.5 #100 19.8 II 4.5 6 • J J 1. • J i . •t -. i e y i J • • ,J, 1 • • 100 GRAIN SIZE - mm 01 % COBBLES % GRAVEL % SAND • ,% FINES CRS. FINE CRS. MEDIUM FINE SILT • CLAY 0.0 . 0.0 22.6 8.5 17.8 46.6 4.5 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X =NO) .75 in. 100.0 .625 in. 93.1 .5 in. 88.8 .375 in. 85.7 .25 in. 80.6 #4 77.4 #10 68.9 #20 61.5 #30 57.8 #40 51.1 #50 43.1 #60 36.5 #100 19.8 #200 4.5 * (no specification provided) Soil Description Light brown, well graded SAND with gravel PL= D85= 8.97 D30= 0.209 Cu= 7.24 USCS= SW Atterberq Limits LL= PI= Sample 7104(1) Location: TP -1 G2 F.M.= 2.16 Coefficients Deo= 0.717 D15= 0.124 Cc= 0.61 Classification MSh ITC= Remarks D50= 0.402 D10= 0.0989 Plate A -9 %.' LIQUID AND PLASTIC LIMITS TEST REPORT 60' 40 Z U30 ::. zo-- 10— 7 4_ Dashed line indicates the approximate / / upper limit boundary for natural soils / / // / / G — / / / • / / / / / / / G>,. 0 ( ML cir OL MH or OH -- t/ l / / /1X V�1 /%/ 10 30 50 70 so 110 LIQUID UMrr MATERIAL DESCRIPTION LL PL PI %<#40 56.#200 USCS • Yellowish gray SILT with sand 33 24 9 ML Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP -2 G5 Remarks: • Sample 7104(2) location: TP -2 G5 Plate A40 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. 044 Y7 • 1 • LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX N W 4. O 0 Dashed line indicates the approximate / / upper limit boundary for natural soils /' / ✓ — / / / // of 0� — / / 1 / / / ' • — / / / / / G\' T\.I ML or OL MH or OH -- ff��� I %%�� _ 10 30 50 70 ', 90 110 LIQUID UMrr - MATERIAL DESCRIPTION LL PL PI %c#40 %c#200 USCS • Yellowish gray fat clay 56 27 29 CH Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP-4 S1 Remarks: . • Sample 7104(3) location: TP-4 S1 Plate A-11 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. 't1114n'ntu ;s{ Oaa;n,r,t,+rowop.∎,ir. riL✓°cKA!Y+'1:4+t..w. rr ke'mgt f rty,- +�r:x..w., ro?.z:.fiw t. rn.t�?'�.!7,u c, • (•1 4, 0 1 M Earthwork Specifications S XIQNaddV L e. 1 lb Appendix B Page B.1 • APPENDIX B EARTHWORK SPECIFICATIONS z GENERAL _I-: ~w When the text of the report conflicts with the general specifications in this appendix, the 6 recommendations in the report have precedence. U O 0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork w CO = associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and co i_ equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for 0 receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the 2 lines and grades shown on the project grading plans, and disposal of excess materials. g — LL Q PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all = Cli earthwork in accordance with the project plans and specifications. This work shall be inspected and 1— _ tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical ? engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the z OI- project Civil Engineer. Both the Geotechnical engineer and the Civil Engineer are the Owner's g D representatives. If the Contractor should fail to meet the technical or design requirements embodied in 0 0 this document and on the applicable plans, he shall make the necessary readjustments until all work is 0 H deemed satisfactory as determined by both the Geotechnical engineer and the Civil Engineer. No w deviation from these specifications shall be made except upon ,written approval of the Geotechnical F=.. 0 engineer, Civil Engineer or project Architect. u. ~O Z No earthwork shall be performed without the physical presence or approval of the Geotechnical U engineer. The Contractor shall notify the Geotechnical engineer at least 2 working days prior to the ~O '— commencement of any aspect of the site earthwork. z The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less that 95 percent of the maximum dry density as determined by ASTM Test Method D1557, as specified in the technical portion of the Geotechnical Engineer's report. The location and frequency of field density tests shall be as determined by the Geotechnical engineer. The results of these tests and compliance with these specifications shall be the basis upon which the Geotechnical engineer will judge satisfactory completion of work. SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc 1. . • Appendix B Page B.2 The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his'work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the .wpper 1'V2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Structural fill, building or slab toads shall be prepared as outlined above, scarified to a depth of 6 inches, moisture- conditioned as necessary, and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent of the maximum dry density as determined by ASTM Test .Method D1557. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas, which are to receive fill materials, shall be approved by the Geotechnical engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be.accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical engineer. Material from the required site excavation may be utilized for construction site fills provided the Geotechnical engineer gives prior approval. All materials utilized for Krazan & Associates, Inc. Eleven Offices Serving The Western United States .w«Wa.u.'Sv :Sti;� �d,;`�' :,�.4.b &:ii;1�I:h4k ".., r. .r.. .+or 'W kii4424 092.01004 Sara DevdopmenLd« Appendix B Page B.3 constructing site fills shall be free from vegetation or other deleterious matter as determined by the Geotechnical engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical engineer indicates that the moisture content and density of previously placed fill are as specified. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmcnt.doc • A _. — Graz an- & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 9, 2001 KA Project No. 092 -01004 Mr. Behzad Chaudry Sara Development, Inc. Post Office Box 5544 Tukwila, Washington 98064 RE: Geotechnical Peer Review Sara Short Plat Tukwila, Washington Dear Mr. Chaudry, In accordance with your request, we have reviewed the Shannon & Wilson, Inc Geotechnical Peer Review Letter Dated July 25, 2001, and the City of Tukwila Notice of Complete Application letter Dated July 26, 2001, for the referenced project. The Shannon & Wilson Peer Review Letter indicates that the proposed lot lines, for the residential development, have been revised and we have reviewed these modifications. We understand that the lot lines have been reconfigured to permit house construction and installation of the proposed stormwater detention system on Lot 9. The location for the proposed stormwater detention system on Lot -9 was determined after our geotechnical engineering investigation. Since the nearest exploratory test pit, TP -5, is approximately 140 feet south of the proposed location, we recommend that additional subsurface exploration be performed to verify soil type and groundwater conditions for design and construction recommendations. The Shannon & Wilson letter states that, in their opinion, the explorations, analyses and recommendations for Lots 2 through 8 are generally appropriate. However, it is their opinion, that the lot line revisions may indicate a greater influence of the landslide areas on the proposed Lot 1 and Lot 9 construction, than was anticipated in our original Geotechnical Investigation Report, dated February 20, 2001. Based on our review of the original lot lines and the information obtained during our initial investigation, it is our opinion that the recommended slope setbacks, for the proposed construction, are generally adequate. It should be noted that an extensive subsurface exploration program (with relatively deep drilling and sampling) and a detailed slope stability analysis were not included in the scope of our original work. Based on the initial lot layout and our understanding of the planned construction, it was our opinion that such an extensive study was not warranted and would not be cost - effective, even after observing the slide area. Based on our field observations, it is our opinion that the observed slide is not as extensive as indicated by the Shannon & Wilson letter. The revised lot configuration may indicate a greater than expected landslide influence on Lot 1 and/or Lot 9. Should the City of Tukwila require a detailed study of the existinCEIVED CITY OF TUKWILA Eleven Offices Serving The Western United States 19501 144th Ave. NE #F300 •Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 AUG 1 5 PERMIT CENTER r • KA No. 092 -01004 August 9, 2001 Page No. 2 landslide, we have provided a separate cost proposal to perform the study in conjunction with the recommended subsurface exploration work for the detention pond located on Lot 9. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens Senior Engineering Geologist Pacific Northwest Division CB/TGB A Timothy G. Betkerle, P.E. Engineering Manager Pacific Northwest Division 4 IDOMES: 11 /10 /Dv Krazan & Associates, Inc. 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I B51 3. 6 9 0 QJ En O .a ..A O w co •- V O A v B32 1 QJ - co W to O -� W O . . -► m � m N al w 0 - -J -- I LABEL m < m i o oo A m CUSTOMER NAIA HIP TO: BAY DEVELOPMENT TRUSS BID / ORDER MATERIAL LIST PUILDING MATERIALS] IBMC WEST O -"4 1 37 0 0 0 0 Ob 40 0 0 40 0 0 12 5 8 ;GE 6 20 0 0 COM /-6etie (4 Atil_ 6/3 20 0 0 GE 6 =1 =M T N �j = 'o m 13 n I •CUSTOMER JOB t 2X4 VENTS ICOM m (OPTIONAL 3RD CAR IEJ EJ IPITCH CHANGE rn ICOM / SPEC SCIS PART GE 0 g O) (PART GE 6 PROJECT I ' CUSTOMER NUMBER* Issaquah - (425) 391 -8000 FAX (425) 321 -2070 Order Date: T.O. #: Everett - (425) 303 -0661 FAX (425) 252 -5308 Delivery Date: Prod #: 0) 0) d A O I 6/3 a ,_ O o co c) m PLAN l ELEV. I GAR (RT/LFT): CONTACT l PO$I' 3006 -B 2/3 CAR L - N A N A I 24 - N A N A N A N A N A N A 24 24 : 24 24 ; NO VENT trl ,.,,, rn r C i 0 r 3- I 24 ` ` L 24 24 24 24 NO VENT r- 73 1 INCOMPLETE _ 0 $ 21 [18" VENT ••• - 0l I it � - „.I L. n '1i - G�� /1, • 118" VENT , r; imwsmi j17 -5 1/2" FLAT L - ' Q f C /SPAN 37' LEFT k ) I :SPAN 20' L & 12' -5 1/2" R, NO VENT v a � TC SIZE: 2X4 t 5 D .n C m - Plk r.ri z .N::::mc_ 11.:_.0.. == : ❑0 z�. -.-. =/p�, M a _ , c 'TAIL CUT: WALL SIZE: PC 2X6 BIOOATE: -ESTIMATOR. 6/18/2003 DAN 0 z o_ �., -.. - 01. �: a: • 'ROOFING. COMP m -4 K D 2 m -.0 m [LOADING: 25 -7 -10 z • Z W • c 6 G U 0 Co W J WO • ? (0 a = 1- W Z� H- O Z W • W U � D I- W u"0 WZ U= HI- Z Jun.18. 2003 12:21PM BMC WEST Everett Truss No.0885 P 7 f 40.0.0 3006 -3 2/3 GAR LEFT 1 /;S" = 1. 0" z 6 JU U 0 N0 J H CO LL WO u. I IIII z= I-- 0 zI- w U 0 O N GI I- W W lL 0 Z W O~ z Job 3006 -B D■•I. ,•,ea r• Truss B10 -.r. .r. .. ,.,A ww.w Truss Type COMMON ' Qty 1 Ply 1 BAY DEVELOPMENT PLAN 3006 -B Job Reference (optional) mis R9433216 -2.0 -0 2.0-0 0-0.0` 10-0-0 .000 s Jun 9 2003 MiTek Industries, Inc. Thu Jun 19 07:57:14 2003 Page 1 20 -0-0 10-0-0 4x4 10-0.0 i 22-0 -0 i 2.0-0 Sal ■ 1:392 0-0-0 20.0-0 Plate Offsets (X,Y): 20.0-0 (8:0 -2- 10,0- 1- 8),[P:0 -2- 10,0 -1- 8),[X:0- 3 -0,0 -3-0) LOADING TCLL TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD OTHERS (psi) 25.0 7.0 0.0 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code UBC97 /ANSI95 CSI TC 0.37 BC 0.16 WB 0.04 (Matrix) DEFL In (loc) Vert(LL) n/a - Vert(TL) -0.06 Q Horz(TL) 0.00. P 1st LC LL Min Udefl = 240 Udefl n/a >404 n/a PLATES M1120 Weight 95 lb GRIP 185/148 REACTIONS FORCES (lb) - TOP CHORD BOT CHORD WEBS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. (lb /size) X=105/20-0-0, P= 284/20 -0-0, Y= 112/20 -0-0, Z= 112/20-0-0, AA= 113/20 -0-0, AB= 106/20-0-0, AC= 137/20-0-0, AD= 51/20 -0-0, W= 112/20.0 -0, V=112/20-0-0, U= 113/20 -0-0, T= 106/20.0-0, S=137/20-0-0, R= 51/20-0 -0, B= 284/20 -0-0 Max Horz B= 69(load case 8) Max Uplift P= 95(Ioad case 8), Y=- 6(load case 7), Z=-13(load case 7), AA= 13(load case 7), AB= 6(Ioad case 7), AC=- 36(load case 7), W - 3(Ioad case 8), W- 14(Ioad case 8), U= 13(load case 8), T=- 6(load case 8), S - 36(load case 8), B=- 82(load case 7) Max Gray X= 105(load case 1), P= 335(Ioad case 3), Y= 132(load case 2), Z= 129(load case 2), AA= 130(load case 2), AB= 121(load case 2), AC= 160(load case 2), AD= 85(load case 4), W= 132(load case 3), V= 129(Ioad case 3), U= 130(load case 3), T= 121(load case 3), S= 160(It ad case 3), R= 85(load case 4), B= 335(load case 2) First Load Case Only A -B =55, B- C = -53, C -D =14, D-E=-28, E -F =11, F -G =11, G -H =11, H -I =11, I -J =27, J- K = -27, K-L=-27, L-M=-27, M -N =-28, N -0 =21, O -P =53, P-Q =55 B -AD =7, AC -AD =7, AB -AC =7, M-AB=7, Z -AA =7, Y -Z =7, X -Y =7, W -X =7, V -W =7, U -V =7, T -U =7, S-T =7, R -S =7; P -R =7 I-X=-78, H-Y=-85, G-Z=-85, F- M= -86, E- AB=84, D- AC=93, C- AD =-66, J -W =85, K- V=-85, L-U=-86, M-T=-84, N- S = -93, O -R=-66 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; endosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MI120 unless otherwise Indicated. Continued on page 2 . EXPIRES: 01 -24-04 June 19,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE 'Design sign valid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Appliabiiity of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bradng to insure stability during construction Is the responsibility of the eredtor. Additbnal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 Mt MiTek ob r russ r russ ype • • ty - - : : A' • • -T - N -1, • I r :: mis R9433216 000 s Jun 9 2003 Mi1ek industries, Inc. Thu un 19 0 :57:15 2003 Page NOTES 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint P, 6 lb uplift at joint Y, 13 lb uplift at joint Z, 13 lb uplift at joint M, 6 lb uplift at Joint AB, 36 lb uplift at joint AC, 3 lb uplift at joint W, 14 lb uplift at joint V, 13 lb uplift at joint U, 6 lb uplift at Joint T, 36 lb uplift at joint S and 82 lb uplift at joint B. LOAD CASE(S) Standard { Q Warning - Verify dredge parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use onywtth MJTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be metalled and loaded verdcaMy. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown s for lateral support of IndMduai web members only. Additional temporary bracing to Insure stability during construction is the rssponsibaty of the erector. Additkmal permanent bracing of the overall structure is the responsibility of the building designs. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST.88 Quality Standard, OSa-89 Bracing Specification, and HIS-91 Handling Installing and Bracing Recommendation available from Tess Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Mir MiTele • -V. Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433217 3006 -B B11 COMMON 5 1 Job Reference (optional) C WEST, EVERETT, 8205 -3212 0-0-0 -2 -0-0 2-0-0 4-5-13 • 10-0-0 5.000 s Jun 9 2003 MITek Industries, Inc. Thu Jun 19 07:57:15 2003 Pat, e 1 15-6 -3 20 -0-0 4-5-13 5-6-3 4x6 ii D 5-6-3 4 -5-13 6.00 Fr- 1,5x4 \\ 1.5x4 // C E J Ci B �� II Dili 4x4 = 0-0-0 Plate Oflets (X,Y): 6-10-1 6-10 -1 13 -1 -15 6-3-13 .. 20.0.0 6-10-1 22-0-0 2-0-0 Seal a 1:39.2 1B:0 -1- 12.0- 0- 2),IF:0 -1- 12,0 -0-2) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.47 BC 0.56 WB 0.15 DEFL in (loc) I/defl Vert(LL) -0.07 H-J >999 Vert(TL) -0.16 H-J >999 Horz(TL) 0.04 F n/a 1st LC LL Min l/defl = 240 PLATES GRIP MI120 185/148 Weight 75 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb/size) F= 963/0 -5-8, B= 963/0 -5-8 . Max Horz B — 69(Ioad case 8) • Max Uplift F — 241(Ioad case 8); B=- 241(laad case 7) FORCES (Ib) - First Load Case Only TOP CHORD A -B=28, B-C=-1316, C-D=-1080, D-E=-1080, E-F=-1316, F-G =28 BOT CHORD B-J =1159, I-J =776, H -1 =776, F -H =1159 WEBS C-J =260, D -J =357, D -H =357, E-H=-260 BRACING TOP CHORD BOT CHORD • Sheathed or 4-6-15 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES - 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed ;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. . 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. • 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrentwith any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint F and 241 lb uplift at joint B. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 Warning - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI•7473 BEFORE USE Qeslgn valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be nT staIJW and loaded vertically. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the jesponsibtlkty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Iabricatian, quality control. storage, delivery, erection and bracing. consult OST-88 Duality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719 MiTek. :;mros'�;us. •.Mn.,r, :"rn+vwaen:.n�r�eru,. ^nw-� � -.: +5:. ��R3°.'. Job Truss Truss Type qty Ply BAY DEVELOPMENT PLAN 3006 -B mis • R9433218 3006 -B B12 SCISSORS 5 1 Da." ■•rc.r r..71.1-1,,-.. ,... ....... _ Job Reference (optional). ' 0-0.0 �' -2-0-0 2 -0-0 5-3.0 5-3-0 10-0-0 4-9-0 .000 s Jun 9 2003 ... 11ek Industries, Inc. Thu .tun 19 07:57:16 2003 P z 1 1 14 -9-0 4x4 = D 4 -9-0 20-0 -0 5-3-0 I 22 -0-0 I 2-0-0 Scala a 1:39.8 0-0-0 Plate Offsets (X,Y): 4-5-8 4-5-8 [B:0.0- 10,Edgej, [F:0- 0- 10,Edgej 10-0-0 5-6-8 15-6 -8 5-6-8 1 0-0-0 20-0-0 . 4 -5-8 ).;*"4:44:9; LOADING (psf) TCLL 25.0 TCDL 7.0 BCU. 0.0 BCDL 10.0 SPACING' 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.52 BC 0.61 WB 0.46 DEFL in (loci) 1/defl Vert(LL) -0.18 I >999 Vert(TL) -0.31 . H -I >745 Horz(TL) 0.23 F n/a 1st LC LL Min l/defl = 240 PLATES GRIP MI120 185/148 <�>> Weight: 72 lb LUMBER TOP CHORD 2 X 4 HF No.2 . BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb/size) B= 963/0 -5-8, F= 963/0.5 -8 . Max Holz B — 68(load case 8) Max Uplift B= 241(load case 7), F= 241(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =27, B-C =2421, C-D --1693, D-E=-1693, E -F =2421, F -G =27 BOT CHORD B-J =2194, I -J =2131, H -I =2131, F -H =2194 WEBS D-I =1210, C-J =129, E -H =129, C-I =554, E-I=-554 BRACING TOP CHORD BOT CHORD Sheathed or 3 -2 -15 oc purlins. Rigid ceiling directly applied or 8.5-15 oc bracing. • NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL =6.0psf; occupancy category iI; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint B and 241 lb uplift at joint F. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 4 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with Wok connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and baded vertically. Applicability of design paramenters and proper Incorporation of component is responsibiiy of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, 058.89 Bracing Specification, and HIB-91 :Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTeke t`1 Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433219 3006 -B B20 COMMON 1 1 Job Reference (optional) , 1 cv cnc l�� n aocva- -2-0-0 2-0-0 1 ,000 s Jun 9 2003 Mi Fek Industries, Inc. Thu Jun 19 07:57:17 2003 Page 1 6 -2 -12 6-2-12 t 12-5-8 4x4 = 6 -2 -12 14-5-8 2-0-0 Scale • 1:26.9 • 0-0-0 1 12-5-8 12 -5-8 Plate Offsets (X,Y): [B:0-2-10,0-1-8], [J:0-2-10,0-1-8] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.37 BC 0.16 WB 0.02 (Matrix) DEFL in (hoc) 1/deft Vert(LL) n/a - n/a Vert(TL) -0.06 A >402 Horz(TL) 0.00 J n/a 1st LC LL Min l/deft = 240 PLATES - GRIP MI120 185/148 Weight 51 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) B= 284/12 -5-8, J= 284/12 - 5.8;.0= 107/12 -5-8, P= 107/12 -5-8, Q= 131/12 -5-8, R= 76/12 -5-8, N= 107/12 -5-8, M= 131/12 -5-8, L= 76/12 -5-8 Max Hoe B= 53Qoad case 7) Max Uplift. B= 90(Ioad case 7), J=-100(load case 8), P= 3(Ioad case 7), Q= 37(load case 7), N =1 (load case 8), M=-38(load case 8) Max Gray B= 334(load case 2), J= 334(load case 3), 0= 107(Ioad case 1), P= 127(load case 2), Q= 152(load case 2), R= 98(Ioad case 4), N= 127(load case 3), M= 152(load case 3), L= 98(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B =55, B-C=-54, C -D =13, D-E=-27, E- F= 12,'F -G =27, G -H =27, H -i =25, I -J =54, J -K =55 BOT CHORD B -R =7, Q -R =7, P -Q =7, 0 -P =7, N -0 =7, M -N =7, L -M =7, J-L =7 WEBS F -0 =79, E- P=-85, D- Q=-69, C- R =-81, G- N = -85, H -M =89, 1 -L =-81 NOTES 1) This truss has been checked for uniform roof live load only; except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip. DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek'Standard Gable End Detail' 4) All plates are 1.5x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at Joint B, 100 lb uplift at joint J, 3 lb uplift at joint P, 37 lb uplift at joint Q, 1 lb uplift at joint N and 38 lb uplift at joint M. Continued on page 2 EXPIRES: 01 -24-04 June 19,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance iegarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB•89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 a '17:•M3>`.'_tgl.'uW!)S f!1�t1yiFnawanYl%_ _t,•Y'Ct 1Yr+', -.- ,.'i 1 -',,'v j eer MiTeke Job 3006-B MAC WEST. FV Truss RFTr we oB20 nnn mo Truss Type COMMON Qty 1 Ply 1 BAY DEVELOPMENT PLAN 3066 -8 Job Reference (optional) mis R9433219 LOAD CASE(S) Standard 5.000 s Jun 9 2003 MI I es inousines, Inc. Thu Jun 19 07:57:17 2003—Page 2 e 0 Warning • Verify deafen parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 BEFORE USE Design valid for use only with MITA connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Irgtalled and bided vertically. Applicability of design paramenWS and proper incorporation of component is responsbirity of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibil�dca a erector. Additional t permanent bracing �ooverall structure is the responsibility of the building designer. For general guidance 9erd„9 quality delivery, bracing, consult OST-88 Quality Standard, 056.89 Bracing Specification, and HI13-91 pending Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek0 :th9st�.�:,i:r httjxv...,�as. . d,+•:r�:unw,z; »t..w�x >..»4 =,u Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -8 mis R9433220 3006 -B B30 DUAL RIDGE GABLE 1 1 Job Reference (optional) ♦ •�L.�1, GV,GRo=U r, 1.2 -0-0 5-5-4 10-0.0 14-6-12 2 -0-0 5-5-4 4 -6 -12 4-6 -12 6.00 12 200,0 5-5-4 . un 9 2003 MITek Industries, Inc. Thu Jun 19 07:57:19 2003 Page 10 5x6 = L 33 -9-4 . 13 -9-4 40-0-0 142.0 0 I 6-2-12 2 -0-0 Scale - 1:78.3 0-0-0 Ali ACV AE AD AC AB AA Z Y 2x4 II 8x8 = 2x4 II 20 II 4x6 = 2x4 II 4x8 = 2x4 II 2x4 II 2x4 II 0-0-0 5.5.4 10-0-0 14 -6-12 19-6-8 5-5-4 4-8-12 4-6-12 4 -11 -12 28 -1 -12 8-7-4 1 . 33.9,4 . 5-7-8 . 0-0-0 40-0.0 6-2-12 Plate Offsets (X,Y): ( T: 0- 3- 0, 0- 3- 0],( AF :0- 4- 0,0- 4- 8),(AL:0- 3- 4,0 -3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL • 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.40 BC 0.33 WB 0.64 (Matrix) DEFL In (Ioc) Udefl Vert(LL) -0.04 AH-A1 >999 Vert(TL) -0.06 AH -AI >999 Horz(TL) 0.02 AG n/a 1st LC LL Min Udefl = 240 PLATES GRIP MI120 . • 185/148 Weight 284 lb DUMBER TOP CHORD BOT CHORD WEBS 2 X 4 HF 1650F 1.5E 2X6HFNo.2 2 X 4 HF Stud *Except* E -AG 2 X 4 HF 1650F 1.5E * BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E -AK, L -AF, M -AE, K -AK, N -AD JOINTS 1 Brace at Jt(s): AK REACTIONS (lb /size) B= 759/0 -5-8, AF= 21/8 -5-8, AG= 1228/8 -5-8, AE= 178/8=5 -8, AD= 91/8 -5-8, AC= 110/8 -5-8, AB= 131/8 -5-8, M=-5/8-5-8, Z�50/8 -5-8, W= 444/0 -5-8 Max Hori B= 120(load case 7) Max Uplift B= 202(ksad case 7), AF= 174(toad case 4), AG= 377(foad case 7), AE=-1(load case 8), AD=-13(load case 8), AC - 11(load case 8), AB= 18(Ioad case 8), M - 35(load case 4), Z - 194(Ioad case 8), W= 135(Ioad case 8) Max Gray B= 913(load case 2), AF= 119(Ioad case 8), AG= 1398(Ioad case 2), AE= 178(load case 1), AD= 117(Ioad case 3), AC= 126(Ioad case 3), AB= 152(load case 3), AA= 33(load case 6), Z= 757(Ioad case 3), W= 631(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=61, B -C =933, C-D=-520, D -E =-402, E- F=433, F- G=463, G- H=472, H- 1=434, I -J =447, J- K=476, K- L=434, L -M =438, M -N =459, N -0 =453, O- P=453, P- Q=454, Q- R= 425,•R- S=481, S- T=459, T- U=449, U -V=403, V -W= -226, W -X =61 • BOT CHORD B-AJ =760, AI -AJ =760, AH -AI =696, AG -AH =696, AF-AG=-388, AE- AF = -388, AD -AE= -388, AC-AD--:-388, AB-AC=-388, AA-AB=-388, Z-AA=-388, Y -Z =124, W -Y =124 WEBS E-AS=-884, AR -AS= -889, AL -AR =921, AL -AQ =1189, AP-AQ=-1213, AK-AP=-1226, AG-AK=-1320, L-AF=-407, M-AE=-124, K-AK=-179, C- AJ =84, C -A1 =-411, E -A1 =501, Al-AL=-337, AH- AL =36, N- AD=71, O- AC =-86, P- AB = -88, Q- M= -29, R-Z=-202, S- AM =-43, T- AN =-65, • U- A0 =28, J- AP = -29, I- AQ = -54, H -AL= -158, G-AR=-73, F- AS =10, V -Y =134, Z-AM=-609, AM -AN= -587, AN -A0=557, V -AO =570 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =lift; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. Continued on page 2 r EXPIRES: 01 -24-04 June 19,2003 A Warning • Vera,/ design paramstsrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Oeslgn valid for use onywith MITek connectors. This design Is based ony upon parameters shown, and Is for an Individual building component to be Installed and loaded venkaly. Applicability of design paramentere and proper incorporation of component Is responsibility of building designer • not Truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the .responaiblllty at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt OST-88 Quality Standard, D59-89 Bracing Specification, and HIB-91 ` Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 a M11. M iTeke 4 41` A, Wanting • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Weir connectors. This design la based only upon parameters shown, and ls for an individual building component to be Installed and loaded vertically. AppliabRlty of design paramentera and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ls for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllfty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabriaUon, quality control, storage, delivery, erection and bracing, consult OST.88 Quality Standard, DSB-89 Bracing Specification, and HIS-SI Handling Installing and Bracing Recommendation available from Tens Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433220 3006 -B B30 DUAL RIDGE GABLE 1 1 . •.. , ^� ? ^� • _____ y Job Reference (optional) .000 s Jun 9 2003 MITek Industries, Inc. Thu Jun 19 07:57:19 2003 Page 2 NOTES 3) Design load is based on 25.0 psi specified roof snow load. • 4) Unbalanced snow loads have been considered for this design. 5) AO plates are 1.5x4 MI120 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord Ilve load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint B, 174 lb uplift at joint AF, 377 lb uplift at Joint AG, 1 lb uplift at Joint AE, 13 lb uplift at joint AD, 11 lb uplift at joint AC, 18 lb uplift at Joint AB, 35 lb uplift at joint AA, 194 lb uplift at joint Z and 135 lb uplift at Joint W. LOAD CASE(S) Standard • MiTekl) Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433221 3006 -B B31 COMMON 11 1 Job Reference (optional) • WESaO,QEVERETT, WK982053212 -2-0.0 2-0-0 7.5-13 7.5-13 13 -2.6 5-8-8 5.000 s Jun 9 2003 MiTek Industries, Inc. u Jun 19 07:5730 2003 Page 1 20 -0-0 6-9-10 26 -9-10 5x6 = 6.9 -10 32 -6-3 5-8-8 40-0-0 7 -5-13 0-0.0 142.0 -0 2-0-0 Scale = 1:71.9 10-7 -10 10-7 -10 20-0 -0 9-4-6 294.8 9-4-6 40-0-0 10-7 -10 Plate Offsets (X,Y): (8:0-3-0,0 -2 -9), [J:o- 3- O,a2 -s), [M:0-4- 0,0 -4-8) . LOADING TCLL TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD WEBS (Psi) 25.0 7.0 0.0 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.60 BC 0.70 WB 0.64 DEFL in (loc) Vert(LL) -0.19 M Vert(TL) -0.36 M -N Horz(TL) 0.11 J 1st LC LL Min I/defl = 240 I/defl >999 >999 n/a PLATES MI120 Weight: 189 lb GRIP 185/148 REACTIONS . FORCES (lb) TOP CHORD BOT CHORD WEBS 2 X 4 HF 1650F 1.5E 2X6HFNo2 2X4HFStud BRACING TOP CHORD Sheathed or 3-7-6 oc purlins. BOT CHORD • Rigid ceiling directly applied or 9-2 -5 oc bracing. WEBS 1 Row at midpt E -M, G -M (lb/size) B= 1803/0-5 -8, J= 1803/0 -5-8. Max Hors B= 113(load case 8) Max Uplift 8=- 425(load case 7), J=- 425(load case 8) - First Load Case Only A -B =30, B-C=-2924, C-D =2647, D-E=-2647, E -F =1844, F-G =1844, G -H =2647, H-I=-2647, I-J —2924, J -K =30 B-N =2605, M -N =2195, L -M =2195, J -L =2605 C-N=-357, E- N=495, E -M —746, F -M =1204, G-M =746; G- L=495, I -L =357 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL=4.2psf; BCDL= 8.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end - vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint B and 425 lb uplift at joint J. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 ,Q Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ihstalled and loaded vertically. Appicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during consuuction is the responslbiWly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-B8 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek' �J• , 'fob 3006 -B ....- -,w, fuss B32 Truss Type DUAL RIDGE GABLE Qty 1 • Ply 1 BAY DEVELOPMENT PLAN 3006 -B mis R9433222 Job Reference (optional) 1 2.00 1 2 -0-0 6-0-11 6-0.11 13 -0-7 6 -11 -12 1 000 s Jun 9 2003 MITek Industries, Inc. Thu Jun 19 07:57:22 2003 Page 1 18-6-0 �0 -0 01 23 -11 -9 5-5-9 1-6-0 3 -11 -9 5x6 = 1 30.11.2 6-11-9 40-0-0 0-0-0 9-0-14 142 -0-0 I 2 -0-0 Scale a 1:73.4 9-2-7 9-2-7 18.6.0 9-3-9 1 • 27 -9-8 9-3-8 1 36-6-8 8.9-0 • 40-0 -0 3-5-8 • Plate Offsets (X,Y): (B:0- 3- 0,0 -2- 9),(0:0- 3- 0,0- 3- 0],(AF:0 -2 -5,0 -0-11) LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0,0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inca YES Code UBC97 /ANSI95 CSI TC 0.50 BC 0.67 WB 0.98 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650F 1,5E BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HF Stud *Except' F- AC 2X4HF1650FI .5E;XAC2X4HF1650F1.5E DEFL In (roc) I/defl Vert(LL) -0.15• Y AA >999 Vert(TL) -0.29 Y AA >999 Horz(TL) 0.09 U nia 1st LC LL Min t/defl = 240 * BRACING TOP CHORD Sheathed or 3 -10 -12 oc purllns. BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 1 Row at midpt F -AJ, E -AA, AA -AF 2 Rows at 1/3 pts AK -AQ JOINTS 1 Brace at Jt(s): AJ, AK, AQ • PLATES GRIP . • M1120 185/148 Weight 230 lb REACTIONS (lb/size) B= 1679/0 -5-8, W=- 402/3 -5-8, U= 472/3 -5-8, X= 1863/3 -5-8 Max Holz B= 113(load case 7) Max Uplift B - 398(load case 7), W= 431(load case 4), U= -55(ioad case 8), X= 517(load case 8) Max Gray B= 1734(load case 2), W= 181(load case 8), U= 513(load case 3), X= 1863(load case 1) FORCES (lb) - First Load Case Only • TOP CHORD A -B=61, B-C -2899, C -D =2595, D -E =2495, E -F =1807, F-G =368, G-H=-372, H -1 =396, I-J -397, J -K =381, K -L =376, L-M=-391, M-N= -409, N- 0=439, 0 -P =397, P-Q=-391, Q -R =-421, • R- S= -416, S-T=-360, T -U =-428, U -V =59 BOT CHORD B-AB =2514, AA -AB =1976, Z-M=1891, Y Z =1891, X -Y =2340, W -X =341, U -W =341 WEBS • F-AD=-1365, AD-AE=-1307, AE -AH= -1325, AF-AH=-1365, AF -A1 =1901, AI -AJ =1942, AC-AJ -1961, AC-AK=-1961, AK -AL= -1982, AL-AM=-1993, AG- AM= -2073, AG-AN=-2191, AN -A0 =2236, AO-AP=-2243, AP-A0=-2286, X-AQ=-2384, G -AD =128, H- AE =-41, C-AB=-378, E -AB =501, E -AA =-692, F -AA =1155, AA-AF=-551, Y -AF =410, Y AG =321, I- AH =85, J-AF=-115, K -AI =102, L- AJ=44, M- AK =-45, N- AL.=26, O -AM =178, P -AN= -101, Q- A0 =17, R-AP=-97, S-AQ =211, T -W =15 NOTES 1) This truss has been checked for uniform roof live load only, except as noted, • 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf, BCDL= 6.00sf, occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psi specified roof snow load, 4) Unbalanced snow loads have been considered for this .design. 5) All plates are 1.5x4 MI120 unless.otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. Continued on page 2 EXPIRES: 01 -24-04 June 19,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Eresign valid for use only with MITek comectors. This design B based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibfitity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabncaticn, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Instating and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 .`r MiTeke tYv �•R..�.., •,z...z w. tv. • `_;a: it . " "-=:= • Job T Truss T Truss Type Q Qty P Ply B BAY DEVELOPMENT PLAN 3006 -B m mils R9433222 3006 -B B B32 D DUAL RIDGE GABLE. 1 1 1 1 Dilr, weer C C G G BCrr , ,A /A n noanc 0.14.1 Job Reference (optional) Industries, Inc. Thu Jun 19 07:57:22 2003 Page NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint B, 431 lb uplift at Joint W, 55 lb uplift at Joint U and 517 Ib uplift at joint X LOAD CASE(S) Standard 0 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be I9stalled and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsmSIy of building designer • not truss designer. Bracing shown fs fa lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardIng fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB.89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrla Drive, Madison, WI 53719 KZ. MiTek° Job 3006 -B Truss B40 Truss Type COMMON Qty 7 Ply 1 BAY DEVELOPMENT PLAN 3006 -B mis R9433223 . Job Reference (optional) 000 Ju 9 -2 -0-0 I 2 -0-0 6-2-0 6-2-0 13-0-13 6.10 -13 . s n 2003 MfT ek Industries, Inc. Thu Jun 19 07:57:23 2003 Page 1' 0 -0-0 18-6-0 5-5 -3 23 -11 -3 5x6 F 5-5-3 30 -10-0 6 10-13 37 -0-0 6-2-0 1 39-0.0 I 2-0-0 Scale ■ 1:68.2 0-0.0 9-3-3 9-3-3 18.6-0 9-2 -13 27 -8-13 9-2 -13 0-0-0 37-0 -0 9-3-3 Plate Offsets (X,Y): (B:0- 3.0,0- 2- 9),[J:0- 3- 0,0 -2 -9) LOADING TCLL TCDL BCLL BCDL (Psf) 25.0 7.0 0.0 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.57 BC 0.62 WB 0.52 DEFL In (Ioc) Vert(LL) -0.16 N Vert( L) -0.32 N -0 Horz(TL) 0.09 J 1st LCLL Mini/deft =240 Weft >999 >999 n/a PLATES MI120 Weight 176 lb GRIP - 185/148 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HF Stud REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS BRACING TOP CHORD Sheathed or 3-9 -2 cc purtins. BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. WEBS 1 Row at midpt E -N, G-N (lb/size) B= 1677/0 -5-8, J= 1677/0 -5-8 . Max Horz 8=- 107(Ioad case 8) Max Uplift B=- 397(load case 7), J= 397(Ioad case 8) - First Load Case Onty A -B =30, B-C —2761, C- D=-2453. D -E =2453, E-F=-1703, F-G=-1703, G-H=-2453, H -1 =2453, I-J =2761, J -K =30 B-0 =2458, N-0 =1950, M -N =1950, L -M =1950, J-L =2458 C-0 =360, E- 0=492, E -N =-650, F-N =1166, G -N =-650, G -L 492, I -L =-360 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) WInd: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h=8ft TCDL= 4.2psf, BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at Joint B and 397 lb uplift at Joint J. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 A Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Washed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constnrctlon is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh QST-88 Quality Standard, 058-89 Bracing Specification, and 1119-91 Handling Instaling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 MiTek' Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433224 3006 -B B41 VAULT 7 1 Oh/ If. 1AIGCT 1■CIL-•T ■•,w sense nn•n Job Reference (optional) i -2.0 -0 2 -0.0 6.9-0 6.9-0 12 -7-8 5-10.8 E 000 s Jun 9 2003 Meek Industries, Inc. Thu Jun 19 0:57:24 2003 Page 10.0-0 18.6-0 5-10-8 5x8 = F 22-9-0 4-3-0 27-0-0 4-3-0 i 31-3-15 4-3 -15 37-0-0 5-8 -1 1 39-0.0 I 2-0-0 Scale a 1 :68.1 Plate Offsets (X,Y): (G:0-1- 0,0-2 -0), (K:0-3- 9,0-2 -01, (M:0-3- 12,0 -4-4), LOADING TCLL TCDL BCLL BCDL (psi) 25.0 7.0 0.0 10.0 LUMBER TOP CHORD ROT CHORD WEBS REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 2 X4 HF 1650F 1.5E 2 X 6 HF No.2 2 X 4 HF Stud 'Except' G- M2X4HFNo.2 • CSI TC 0.79 BC 0.99 WB 0.96 DEFL in (loc) Vert(LL) -0.44 M Vert(TL) -0.79 M -N Horz(TL) 0.35 K 1st LC LL Min Udell = 240 I/deft >989 >553 n/a PLATES MI120 Weight 179 lb BRACING TOP CHORD Sheathed or 2 -5-14 oc puriins. BOT CHORD . Rigid ceiling directly applied or 7-8-2 oc bracing. WEBS 1 Row at midpt G -N (lb/size) B =1677/0-5 -8, K= 1677/0-5 -8 Max Horz B= 107(load case 8) Max Uplift B — 397(load case 7), K= 397(load case 8) - First Load Case Only . A -B =30, B-C —2725, C-0 —2484, D-E=-2484, E -F —1779, F-G=-1627, G-H= -4794, H- 1=4794, I -J= -4794, J -K —5257, K-L =29 B-0 =2427, N-0 =1979, M-N =2336, K- M=4801 C -0 =337, E-0 =503, E -N =-636, F -N =1207, G-N =1355, G -M =3009, H -M =285, J -M =370 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL =6.0psf occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed :Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Bearing at Joints) K considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at Joint B and 397 lb uplift at Joint K. LOAD CASE(S) Standard EXPIRES: 01-24-04 June 19,2003 , I Warning • Verify design parameters and READ NOTES ON This AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE ,Fiesign valid for use only with MITek connectors. This design is based only upon parameters slaws, and is for an Individual building component to be Installed and loaded verbally. Applicability of design peramenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of tndwiduat web members only. Additional temporary bracing to insure stability during construction is the fesponsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance iregarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DS8-89 Bracing Specification. and HIS-91 -Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofdo Drive, Madison, WI 53719 MiTek* Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433225 3006 -B B42 COMMON 1 1 Job Reference (optional) , -�•� -0 , 2-0 -0 2-0-0 18-6-0 .000 s Jun 9 2003 MiTek Industries, Inc. Thu Jun 19 07:57:27 2003 Page 1 37-0 -0 18.6.0 6.00 � 1 IIx4 1.5x4 II 1.5x4 II 1.5x4 II 1:5x4 II K 1.5x4 II 5x6 i I 1.5x4 II H Iiiiiiil1I As. 18-6 -0 1.5x4 II 1.5x4 II 3x6 - 1.5x4 II 1.5x4 II II P 1.5x4 II ND QR 1.5x4 II S 1.5x4 I I T 1.5x4 II U 1.5x4 II V 1.5x4 II 1.5x4 5x6 I I Y 1.5x4 II z 1.5x4 II AA 1.5x4 AB AC 139-0-0 1 2-0-0 Sale • 1:75.8 - BF • BE BD • BC 88 • BA • AZ •AY • AX •• AW • AV •• AIAT • •A9�[O ••AP• •'I10••:AN••••AM :•AL :AIC::/W :A1 •• •AH •AG • •AF • •1�\ 0.0-0 37-0 -0 8x8 Plate Offsets (X,Y): 37-0-0 (G:0- 3- 0,0 -3-0), [P:0- 3 -0,Edge), (Y:0- 3- 0,0 -3-0), [AQ:0 -4-0 0-4-8) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr YES Code UBC97 /ANSI95 CSI TC 0.29 BC 0.10 WB 0.12 (Matrix) DEFL in (loc) Vdefl Vert(LL) n/a - n/a Vert(TL) -0.04 AE >548 Horz(TL) 0.00 AD n/a 1st LC LL Min Vdefl = 240 Z ~ W JU O 0 CO 0 W= N LL. W D L_ I W Z I..- I- 0 ZI-- W • W PLATES GRIP 0 to MII20 185/148 0 - Weight 269 lb LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E SOT CHORD 2 X 6 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 0 -AT, Q-AS, N -AU, R -AR REACTIONS (lb /size) B= 290/37 -0-0, AD= 290/37 -0-0, AT= 92/37 -0-0, AS= 102/37 =0-0, AU= 68/37 -0-0, AV= 111/37.0 -0, AW= 113/37 -0-0, AX= 112/37 -0 -0, AY= 112/37 -0 -0, AZ= 112/37 -0-0, , BA= 112/37 -0-0, BB= 112/37 -0-0, BC= 113/37 -0-0, BD= 108/37 -0-0, BE=123/37-0-0, BF= 104/37 -0.0, AR= 26/37 -0-0, APc108/37 -0-0, A0= 113/37 -0-0, AN= 112/37 -0-0, AM= 112 /37 -0-0, AL= 112/37 -0-0, AK= 112/37 -0-0, AJ= 112/37 -0 -0, A1= 113/37 -0-0, AH= 108/37 -0-0, AG= 123/37 -0-0, AF=104/37-0-0 Max Horz B= 172(load case 7) Max Uplift B= -41(Ioad case 7), AD= 50(Ioad case 8), AU= 10(Ioad case 7), AV =17(Ioad case 7), AW= 12(Ioad case 7), AX - 11(load case 7), AY - 12(Ioad case 7), AZ= 11(Ioad case 7), BA= 12(load case 7), BB= 11(Ioad case 7), BC - 13(Ioad case 7), BD=- 4(ioad case 7), BE= 39(load case 7), AR=- 51(load case 4), AP - 21(Ioad case 8), A0= 11(load case 8), AN - 11(load case B), AM= 12(Ioad case 8), AL - 11(load case 8), AK=-12(load case 8), AJ= 11(load case 8), AI =13(load case 8), AH=- 4(load case 8), AG =39(load case 8) Max Gray B= 343(load case 2), AD= 343(load case 3), AT= 107(Ioad case 2), AS= 117(load case 3), AU= 80(load case 2), AV= 127(Ioad case 2), AW= 130(load case 2), AX= 129(load case 2), AY= 129(Ioad case 2), AZ= 129(Ioad case 2), BA= 129(load case 2), BB= 128(load case 2), BC= 130(load case 2), BD= 124(Ioad case 2), BE= 143(Ioad case 2), BF= 114(load case 2), AR= 38(load case 3), AP= 124(load case 3), A0= 130(load case 3), AN= 129(Ioad case 3), AM= 129(Ioad case 3), AL= 129(Ioad case 3), AK= 129(load case 3), AJ= 128(load case 3), A1= 130(load case 3), AH= 124(Ioad case 3), AG= 143(Ioad case 3), AF= 114(load case 3) Continued on page 2 EXPIRES: 01 -24-04 June 19,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MfrekConnecbrs. This design is based only upon parameters shown, and is for an Individual building component to be Astalled and boded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the rpsponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ,-4andikrg Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 !s •a. .ceAdSR+�WAP 'Aar MiTek° rvmaw•.W St.17 : o, -ern:+ O I- W W i- 11.0 Z W U= 0 Z • rasa cuss ype • ty - iy : A • T • P T - • 31•6 -B mis R9433225 3006 -B B42 COMMON 1 1 • r - .. w non /1.1,1 Job Reference o•tional Ou0 s run 9 2003 Mil ek Inaustries, mC. I nu Jun 19 07:57:27 2003 Page 2 FORCES (lb) - First Load Case Only TOP CHORD A -B=59, B-C=-60, C- D=-41, D -E -37, E-F=-38, F -G -38, G-H=-38, H -I =38, I-J=-38, J -K =37, K -L -37, L -M -38, M- N=-37, N -0=-24, O- P== -41, P- Q=-41, Q- R = -24, R-S=-37, S -T =-38, T -U =37, U-V=-37, V-W=-38, W -X =38, X-Y=-38, Y-Z=-38, Z- AA = -38, AA-AB=-37, AB- AC =-41, AC-AD=-60, AD -AE =59 BOT CHORD B-BF =, BE -BF =0, BD -BE =0, BC -BD =0, BB -BC =0, BA- BB=-0, AZ -BA -0, AY-AZ=-0, AX -AY -0, AW -AX =0, AV- AW=-0, AU-AV=-0, AT AU=-0, AS-AT=-0, AR- AS=-O, AQ -ARC, AP- AQ =16, AO- AP =16, AN- A0 =16, AM- AN =16, AL- AM =16, AK- AL =16, AJ- AK =16, Al- AJ =17, AH- AI =17, AG- AH =17, AF- AG =17, AD -AF =17 WEBS O- AT-64, Q•AS =-64, N-AU=-58, M- AW82, L- AW =-87, K- AX= -85, J-AY=-85, I-AZ=-85, H -BA -85, G-BB=-85, F- BC=85, E- BD= -87, D- 13E =-76, C-BF=116, R-AR=-58, S- AP =-82, T- A0=87, U-AN=-85, V- AM =-85, W- AL =-85, X -AK -85, Y AJ =85, Z- AI =85, AA- AH =-87, AB-AG=-76, AC-AF -116 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL 6.Opsf, occupancy category II; exposure C; enciosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. . 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail 4) All plates are 2x4 MI120 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstariding 41 lb uplift at joint B, 50 lb uplift at joint AD, 10 lb uplift at joint AU, 17 lb uplift at joint AV, 12 lb uplift at joint AW, 11 lb Uplift at joint AX, 12 lb uplift at Joint AY, 11 lb uplift at joint AZ, 12 lb uplift at joint BA.11 lb uplift at joint BB, 13 lb uplift at joint BC, 4 lb uplift at Joint BD, 39 lb uplift at Joint BE, 51 lb uplift at joint AR, 21 lb uplift at joint AP, 11 lb uplift at joint AO, 11 lb uplift at joint AN, 12 Ib uplift at joint AM, 11 lb uplift at joint AL, 12 lb uplift at joint AK, 11 lb uplift at joint AJ, 13 lb uplift at joint Al, 4 lb uplift at joint AH and 39 lb uplift at joint AG. LOAD CASE(S) Standard • A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 -7473 BEFORE USE koslpn valid for use only with MITek comectora. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bradrg to Insure stability during construction Is the ,I.esponsitillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance • regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST•88 Quality Standard, DSB•89 Bracing Specification, and HIB•91 Recommendation landling Installing and Bracing Reconendation available from Truss Plata Institute, 583 D'Onofdo Drive, Madison, WI 53719 1 :wt; .: 1r1:; iSar� x:r. >gt t' w c,,. st. ! fi.'. :fit 7a d r+�sdLajisaii sti4 '47;40' MiTele Job Truss Truss Type C ty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433226 3006 -B 850 JACK 7 1 EA." ,urd.• rs Zr.r� u.w nnnne on.n • Job Reference (optional) 1 -7 -7 A -2 -0-0 2-0-0 0-0-0 .000 s Jun 9 2003 MI ek IndusMes, Inc. Thu Jun 19 07:57:28 2003 Page 1 4-11-0 4-11-0 0-0-0 G -I LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 2X4HFNo.2 2 X 4 HF No.2 CSI TC 0.45 BC 0.23 WB 0.00 (Matrix) DEFL in (loc) Udell Vert(LL) -0.03 B-D >999 Vert( L) -0.20 A >134 Horz(TL) -0.00 C n/a 1st LC LL Min Udell = 240 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) C= 114/0 -1_-8, 9= 371/0 -5-8, D= 46/0 -1-8 Max Harz B= 52(load case 5) Max Uplift C=- 40(load case 8), B — 109(load case 5), D= 14(load case 5) Max Gray C= 169(load case 3), B= 371(load case 1), D= 93(load case 4) FORCES (lb) - First Load Case Only . TOP CHORD A -B =39; B-C=28 BOT CHORD B-D= PLATES MI120 Weight: 14 lb Sheathed or 4-11-0 oc purlins. • Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h=8ft TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psi specified roof snow load. 4) Unbalanced snow loads have been considered for this design. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint C, 109 lb uplift at joint B and 14 lb uplift at Joint D. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) C. LOAD CASE(S) Standard L EXPIRES: 01 -24-04 June 19,2003 Warning - Vent)/ design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE r•Desfgn valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramentera and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is fa Lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the -responaibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 4. regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 ,Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mlle MiTeke Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433227 3006 -B 851 JACK 3 1 Job Reference (optional) 1141 A GV GRCI I, - r0-0-0 -2-0-0 .000 s Jun 9 2003 MITek Industries, Inc. Thu Jun 19 07:57:29 2003 Page 1 6-9-0 2.0.0 6-9-0 0-0-0 C I 6-9-0 6-9-0 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inca YES Code UBC97 /ANSI95 CSI TC 0.89 , BC 0.45 WB 0.00 (Matrbc) DEFL in (loc) I/defl Vert(LL) -0.11 B=D >690 Vert(TL) 0.45 A >60 Horz(TL) -0.00 C n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight 19 lb GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X4 HF No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) C= 182/0 -1-8, B= 439/0 -5-8, D= 65/0 -1-8 Max Harz B= 62(load case 5) Max Uplift C — 56(ioad case 8), B= 117(load case 5), D=- 20(Ioad case 5) Max Gray C= 242(load case 3), B= 439(toad case 1), D= 129(load case 4) FORCES (lb) - First Load Case'Ony TOP CHORD A -B =39, B-C=46 BOT CHORD B-D=0 Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES • 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL 6.0psl occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical Connection (by others) of truss to bearing plate at joints) C, D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint C, 117 lb uplift at joint B and 20 lb uplift at joint D. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 0 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE -Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and boded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the ,fesponstblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance fabrication, quality control, storage, delivery, erection and bracing. consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 ;.regarding !Waling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 • MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433228 3006 -B B60 COMMON 1 1 Job Reference (optional) 0-0-0 -2-0 -0 2-0-0 11.5-8 11 -5-8 000 s Jun 9 2003 MiTek Industries, Inc. Thu Jun 19 07 :57 31 2003 Page 1 H � F E � D � asst•. assay. asses. asst. r_a. ast_. aseas. r 3x4 . 0-0-0 22 -11.0 11.5.8 3x4 = K I 24-11-0 I 2-0-0 Scale • 1:44.0 AG AFAE4D ACAB 3x4 = 22 -11-0 3x4 22 -11-0 Plate Offsets (X,Y): [B:0 -2- 10,0 -1-8), (T:0 -2- 10,0 -1-8) LOADING TCLL TCDL BCLL BCDL LUMBER TOP CHORD BOT CHORD OTHERS (Psi) 25.0 7.0 0.0 10.0 REACTIONS SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 2 X 4 HF No.2 2 X 4 HF No.2 2 X 4 HF Stud/Std CSI TC 0.37 BC 0.16 WB 0.04 • (Matrix) DEFL in (loc) Vert(LL) n/a - Vert(TL) -0.06 A Horz(TL) 0.00 T 1st LC LL Mln l/defl = 240 BRACING TOP CHORD BOT CHORD Udefl n/a >403 n/a PLATES MI120 Weight 121 lb Sheathed or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0 -0 oc bracing. (lb/size) B =289/22 -11 -0, T= 289/22 -11-0, AE =54/22 -11 -0, AC=86/22 -11 -0, AF =80/22 -11 -0, AG =111/22 -11 -0, AH =112122 -11 -0, A1=113/22 -11 -0, AJ= 107/22 -11 -0, AK= 134/22 -11 -0, AL= 64122 -11 -0, A8=69/22 -11 -0, AA= 112/22 -11 -0, Z= 112/22 -11 -0, Y= 113/22 -11 -0, X= 107/22 -11 -0, W= 134/22 -11 -0, W64/22-11-0 Max Horz B= 116(Ioad case 7) Max Uplift B=- 68(Ioad case 7), T= 76(load case 8), AE ..10(load case 4), AF= 5(Ioad case 7), AG= 16(Ioad case 7), AH= 11(load case 7), A1= 13(Ioad case 7), AJ=- 6(Ioad case 7), AK= 36(load case 7), AB= 12(load case 8), AA= 17(Ioad case 8), Z =11(Ioad case 8), Y= 13(Ioad case 8), X=- 6(load case 8), W=- 36(load case 8) Max Gray B =338(load case 2), T =338(bad case 3), AE =55(load case 2), AC= 87(Ioad case 3), AF= 92(Ioad case 2), AG=130(load case 2), AH= 129(load case 2), AI =130(ioad case 2), AJ= 122(load case 2), AK =156(load case 2), AL= 92(Ioad case 4), AB= 82(load case 3), AA =130(load case 3), Z =129(Ioad case 3), Y =130(load case 3), X =122(load case 3), W =156(Ioad case 3), V= 92(load case 4) First Load Case Only A -B =55, B- C =-64, C-D=-35, D-E=-38, E- F = -37, F -G=-37, G -H =38, H -1 -37, I-J=-23, J- K =-41, L-M=-23, M -N =-37, N -0 =38, O -P =37, P -Q =-37, Q-R=-38, R -S =-35, S- T = -64, T -U =55 B -AL =0, AK -AL =0, AJ -AK =0, AI -AJ =0, AH -AI =0, AG -AH =O, AF -AG =0, AE -AF =0, AD -AE =0, AC- AD =16, AB- AC =16, AA- AB =16, Z- AA =16, Y Z =16, X -Y =16, W -X =16, V -W =16, T -V =16 J- AE=66, L- AC =-66. I- AF=54, H- AG =-84, G- AH=86, F- A1=85, E- AJ=-84, D- AK = -91, C-AL=-74, M- AB =-54, N- AA = -84, O- Z = -86, P -Y =85, Q-X =84, R- W = -91, S -W -74 FORCES (lb) - TOP CHORD BOT CHORD WEBS NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL =4.2psf, BCDL =6.0psf; occupancy category Il; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. Continued on page 2 GRIP 185/148 EXPIRES: 01 -24-04 June 19,2003 V Wanting • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with Welt connectors. This design is based only upon parameters shown, and Is for an individual building component to be •Instaled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance **girding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB•91 rllandiing Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53119 MiTek° Jo. r russ r russ ype • •ty - -ty • • • • • - VP 300. m 000 s Jun 9 2003 Meek Industnes, inc. Thu un 19 0 :57:31 2003 Wage 2 NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detair 4) All plates are 1.5x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. . 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint B, 76 lb uplift at joint T, 10 lb uplift at joint AE, 5 lb uplift at joint AF, 16 lb uplift at joint AG, 11 lb uplift at joint AH,13 lb uplift at Joint Al, 6 lb uplift at joint AJ, 36 lb uplift at joint AK, 12 lb uplift at joint AB, 17 lb uplift at joint AA, 11 lb uplift at joint Z, 13 lb uplift at joint Y, 6 lb uplift at Joint X and 36 lb uplift at Joint W. . LOAD CASE(S) Standard I. Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only wkh ionic connectors. Thu design Is based only upon parameters shown, and is for an Individual building component to be Iastalied and leaded vertically. AppirabMty of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for latent support of Indivduat web members only. Additional temporary bracing to Insure stability during consuuction is the responslbiliy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance rrgarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-85 Quality Standard, DSB -89 Bracing Specification, and HIB•91 t ending Installing and Bracing Reconvnendatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 a MiTek. Job Truss Truss Type Qty Ply BAY DEVELOPMENT PLAN 3006 -B mis R9433229 3006 -B B61 COMMON 4 1 Job Reference (optional) BMC WEST, EVE-0 ETT, WA 98205 -3212 -2-0 -0 2 -0-0 4-8 -1 11 -5-8 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Jun 19 07:57:32 2003 Page 18-2-15 22 -11-0 4-8 -1 6-9-7 4x8 II 0 6-9-7 4.8 -1 24-1 1_ -0 2-0-0 Scale a 1:44.0 0-0-0 7 -7 -2 7 -7 -2 15-3-14 7-8-12 r 22 -11-0 7-7-2 0-0-0 Plate Offsets (X,Y): LOADING (psf) TCLL . 25.0 TCDL 7.0 •BCLL 0.0 BCDL 10.0 [B:0 -4- 12,0- 1- 8),[F:0 -4- 12.0 -1 -8) SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES , Code UBC97 /ANSI95 CSI TC 0.72 BC 0.76 WB 0.18 DEFL in (lac) I/defl Vert(LL) -0.14 H-J >999 Vert(TL) -0.31 H -J >889 Horz(TL) 0.05 F n/a 1st LC LL Min l/defl = 240 PLATES GRIP MI120 185/148 Weight 85 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb/size) B= 1088/0 -3-8, F= 1088/0 -3-8. Max Horz B= 75(load case 7) Max Uplift B — 267(Ioad case 7), F — 267(Ioad case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C=-1581, C-D =1274, D -E —1274, E -F= -1581, F-G =28 BOT CHORD B-J =1400, I-J =906, H- 1=906, F -H =1400 WEBS C -J —326, D- J=419, D- H=419, E-H=-326 BRACING TOP CHORD BOT CHORD Sheathed or 3-9-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES • 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch lett and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint B and 267 lb uplift at Joint F. LOAD CASE(S) Standard EXPIRES: 01 -24-04 June 19,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be 'Installed and loaded vertically. Applicability of design peramenters and proper incorporation of component is rsaponslbllity of building designer- not buss designer. Bracing sham Is for lateral support of individual web members on Additional temporary bracing to Insure stability during construction is the !rasponsIbilliy of the erector. Additbnal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-a9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719 a iMiTe# STRUCTURAL CALCULATIONS FOR BAY DEVELOPMENT PLAN 3006 PREPARED FOR CRESCENT HOMES 425 PONTIUS AVENUE NORTH, SUITE 125 SEATTLE, WASHINGTON 98102 C1 AoVkDIttA 9 7"I AS NO I >~k) lEXPIRES: 02 / 07 /h4 1 PREPARED BY SITTS & HILL ENGINEERS INC. 2901 SO. 40TH TACOMA, WASHINGTON 98409 APRIL, 2003 CITY OP Th LA MAY I 1 2004 PERMIT CENTER INCOMPLETE ii Sitts & Hill Job Name BAY DEVELOPMENT Professional Engineers & Planners 2901 South 401h Street Job No. 10966 Sheet No. 1 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By BRL Date 4/03 INDEX BASIS OF DESIGN ROOF FRAMING UPPER FLOOR FRAMING LOWER FLOOR FRAMING POSTS AND COLUMNS LATERAL ANALYSIS THREE CAR GARAGE OPTION 2 3 -12 13 -27 28 -30 31 -33 34 -52 53 -62 Sitts & Hill Job Name BAY DEVELOPMENT Professional Engineers & Planners 2901 South 40th Street Job No. 10966 Sheet No. 2 Tacoma, Washington 98409 253 -474 -9449 Fax: 253 - 474 -0153 By BRL Date 4/03 BASIS FOR DESIGN BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: FOUNDATIONS: CONCRETE: REINFORCING: ROOF LIVE LOAD = 25 PSF. ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40-PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.3) SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2,000 PSF. MINIMUM 28 DAY STRENGTH 2,500 PSI . BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: BOLTS: A307 WOOD: JOISTS 2X4 WOOD TYPE 2X6ORLARGER BEAMS WIDTH 4" OR LESS WIDTH GREATER THAN 4" LEDGERS AND TOP PLATES STUDS 2X4 2 X 6 OR LARGER POSTS 4X4 4 X 6 OR LARGER 6X6 OR LARGER H.F. #2 H.F. #2 D.F. #2 D.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = 650 PSI, E =1,800,000 PSI. ENGINEERED BEAMS (PARALLAM): Fb = 2,900 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. . rrt/'. v+ •?.•N+.'j^J'.^"T.M+,•trinnwwwr' i,ft ....rorr�unvµ x v—✓., �s^^. u... w. e...I.eM..n.rrr.«........+..... rr 1 05.0 5.4 BARGE BOA 1W 1x7 TRIM 050 050 • iii r.. �.7. 0s.o II 1 1 In.1r, :1 1 Int lo' -• ` L45NING _ ` ' TO GUTTER R) , STJ BRE BOARD a.- ." . W, 1x7 TRIM ' a +'� T �INST4LL FLA5NNG DIVERTER TO WTTER INSTALL OIvERTE x• RAFTERS Wi 2x4 CEILING JOISTS •:4'CC. ROOF FRAMING PLAN 'A' I /4" = I' -0" 0.5.0 Z Z--Z � W 00 CO wLJ CO LL w0 Q I F- w Zz F- 0 w~ w U0 N F- WW Hr- • W Z U= O z 2901 SO. 40th St., Tacoma, WA 98409- 5697• Telephone (253) 474 -9449 PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown ROOF FRAMING 1. DL := 16 psf LL := 25 psf Span := 8 ft TW:= 21 ft w := (DL + LL).TW w•Span2 Mmax :_ 8 w•Span Vmax 2 := 1.5• Vmax Mmax' 12 Fb. := 3.125 in 10.5 in b•h3 12 Fb := 2400 psi F,,:= 155 psi E:= 1800000 psi Cd:= 1.15 CF := 1.0 Cr:= 1.0 C1:= 1.0 w = 861 plf Fly := Fb•Cd•CF•Cr• C; F& = 2760 psi Mmax = 6888 lb-ft Fv := F„ •Cd•C; Fy, = 178.25 ,si Vmax = 3444 lb E' := E•C; E' = 1800000 psi A�eq = 28.98 in2 SCeq = 29.95 in3 Use a 3 118x10 1/2 GLB 5•w•Span4.1728 Amax 384•E'•I Span. 12 Hallow 240 A := 32.81 in2 S := 57.42 in3 1= 301.46 in4 c1ma = 0.146 in Hallow = 0.4 in BAY DEVELOPMENT PLAN 3000 ort< nrv; .axwr,ra•,x�,.+.vsns*r,e,.,,..� n•T.••�<..••,.kn..;.0 �.,nr..r..,,,,r!q`f'�+.•��" SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown 2. DL := 16 psf LL := 25 psf Span := 16 ft TW := 2.33 ft w := (DL + LL)•TW w•Span2 8 w•Span 2 A feq := 1.5• VE ax , SreqMme 12 Mmax Vmax :_ Fb' b := 3.5 in h := 11.25 in I 1)413 h3 := 12 Fb := 900 psi F„ := 95 psi E := 1600000 psi w = 95.53 plf Mmax = 3056.96 lb•ft Vmax = 764.24 lb /king = 10.49 in2 Sreq = 29.54 in3 Use a 4x12 D.F. #2 5•w•Span 4 -1728 Amax :_ A allow 240 384•B'•I Span-12 Cd:= 1.15 CF := 1.2 Cr := 1.0 Ci := 1.0 Fb' := Fb•Cd•CECr Ci Fb, = 1242 psi Fir:= FvCd•Ci Fv = 109.25 psi E' := E•Ci E' = 1600000 psi A := 39.38 in2 S := 73.83 in3 I = 415.28 in 6,max =0.212 in allow = 0.8 in BAY DEVELOPMENT PLAN 3000 2901 SO. 40th St., Tacoma, WA 98409- 5697 , Telephone (253) 474 -9449 • ♦•••ua.V I • .e• • • ✓ ••• • v. ••• S.. •.It.l• t PLAN 3000 I •./v• •I a vlly.l l ll.0 04/21/2003 design Brian Labrecque chk Ed Brown 3. DL := 16 psf LL := 25 psf Span := 10 ft TW := 2.33 ft w:= (DL + LL)•TW w• Span2 Mmax :— 8 w• Span Vmax := 2 Amy := 1.5- ax d S Mmax -12 ceq Fb' b := 3.5 in h := 9.25 in [:= 13-113 12 Amax 384•E'•I Span- 12 Fb:= 900 psi F„ := 95 psi E := 1600000 psi w = 95.53 plf Mmax = 1194.13 lb. ft Vmax = 477.65 lb Area = 6.56 in2 S�eq = 11.54 in3 Use a 4x10 D.F. #2 5 • w•Span4.1728 Aallow 240. Cd := 1.15 CF := 1.2 Cr: = 1.0 FbI := Fb•Cd•CF•Cr- Ci F,. := F,; Cd•C1 E' := E•C1 A := 32.38 in2 S := 49.91 in3 I = 230.84 in4 Amax = 0.058 in Aallow = 0.5 in • C1:= 1.0 Fb. = 1242 psi Fv = 109.25 psi E' = 1600000 psi BAY DEVELOPMENT PLAN 3000 SITE'S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- , 5697 ' Telephone (253) 474 -9449 1 • PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown 4. DL := 16 psf LL := 25 psf Span := 12 ft TW := 4.5 ft w := (DL + LL)•TW _ w.Span 2 Mmax 8 w•Span Vmax := 2 VF ax Areq = 1.5. S _ Mme 12 req FL; b := 3.5 in h := 9.25 in I:= b h3 12 Amax 384•E'•I Fb := 850 psi F„ := 75 psi E := 1300000 psi w = 184.5 plf Mmax = 3321 lb. ft Vmax = 1107 lb A feq = 22.65 in2 Sr 39.97 in3 Use a P.T. 4x10 H.F. #2 •w•Span4.1728 Aattow 240 Span. 12 I = 230.84 Cd:= 1.15 CF:= 1.2 Cr := 1.0 Fb.:= Fb•Cd•CF•Cr C; Fy := Fv.Cd•C; E' := E•C; A := 32.38 in2 S := 49.91 in3 Amax = 0.337 in Aallow = 0.6 in in4 C; := 0.85 Fb. = 997.05 psi Fv. = 73.31 psi E' = 1105000 psi BAY DEVELOPMENT PLAN 3000 r.vv • ••• ■••., • •• •,, V•, .-V• ^ Tacoma, WA 98409 -5697 , Phone: (253) 474 -9449 Fax: (253) 474 -0153 Description : Scope : ua•V. V.VLI I.1, L I r , I U.l Rev; 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 . (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10900\ 10966 ■calcutalions110966.ecw.Catcula Description Member 5 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x4 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 in 3.500 in Sawn 1.150 Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 2.00 ft ft 1.33 ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary DL DL DL 32.00 #/ft #/ft 32.00 #/ft LL LL LL 50.00 # /ft # /ft 50.00 #/ft Span= 2.00ft, Right Cant= 1.33ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 284.18 psi Fb 1,466.25 psi 0.316 : 1 -0.1 k -ft 0.4 k -ft 0.03 k -ft at -0.03 k -ft at 0.00 k -ft -0.07 k -ft 0.37 fv 27.27 psi Fv 86.25 psi Beam Design OK Maximum Shear' 1.5 0.1 k Allowable 0.5 k 0.821 ft Shear: @ Left 0.07 k 2.000 ft @ Right 0.12 k Camber. @ Left 0.000 in @ Center 0.001 in @ Right 0.009 in Reactions... Left DL 0.02 k Max 0.07 k Right DL 0.09 k Max 0.23 k [Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load 0.000 in 1.576 ft 65,516.8 D.L. Defl ) ... 0.001 in 0.000 in 0.009 in Total Load -0.003 in 0.914 ft 9,572.53 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.006 in -0.020 in 5,557.1 1,587.3 Stress Calcs r Bending Analysis Ck 29.576 Cf 1.500 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 0.03 k -ft 0.00 k -ft 0.07 k -ft @ Left Support 0.07 k 0.783 in2 86.25 psi 0.07 k 0.23 k Sxx CI 3.063 in3 0.000 Sxx Req'd 0.23 in3 0.00 in3 0.59 in3 @ Right Support 0.14 k 1.660 in2 86.25 psi Bearing Length Req'd Bearing Length Req'd Area 5.250 in2 Allowable fb 1,466.25 psi 1,466.25 psi 1,466.25 psi 0.112 in 0.374 in r • L rr 5.4 6AFYE 60 W/ IX? TRIM — 2244 R.FTERS WI 7X• CEILING JOISTS • 24. OC. W/ 1)47 TRIM INSTALL FLASNNG OIvERTER TO GUTTER ROOF FRAMING PLAN 'B' I,4.,.I._0• /-- O —61 LDS. ?,x115J u �7 lT ell I/ isu' J _r r 1 6,� 1 " I ❑ .m. 0 I _ - -, 0 , .- - - - - --.- -......717.- -� - r -1 r1 L DS.O J L _I InSrALL LA514IG OIVERTE TO ("UTTER hI U li F,..t ¢77 .31 }1— , _ 4- RD t.; b. • 0 - SIa BARGE BOARD t 2244 R.FTERS WI 7X• CEILING JOISTS • 24. OC. W/ 1)47 TRIM INSTALL FLASNNG OIvERTER TO GUTTER ROOF FRAMING PLAN 'B' I,4.,.I._0• S1TTS & HILL ENGINEERS INC. , 2901 SO. 40th Si, Tacoma, WA 98409- 5697, Telephone (253) 474 -9449 PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown 6. DL := 16 psf Fb := 2400 psi Cd := 1.15 LL := 25 psf F := 155 psi CF := 1.0 Span := 7 ft E := 1800000 psi Cr := 1.0 TW := 20 ft w:= (DL + LL)•TW w = 820 plf Fb. := Fb•Cd•CF•Cr- Ci w.Span 2 Mmax := 8 Mmax = 5022.5 lb. ft Fv. := Fv Cd.Ci Vmax w 2pan Vmax = 2870 lb E' := E•C1 Are(' := 1.5• VF as Areq = 24.15 in2 Mmax' 12 Sreq Sreq = 21.84 in3 Fb, Use a 3 1/8x9 GLB b 3.125 in h:= 9 in 3 I:= b�h 12 _ 5•w•Span4.1728 Amax 384•E'.I Span. 12 allow := 240 A := 28.13 in2 S := 42.19 in3 1= 189.84 in4 Amax = 0.13 in Dallow = 0.35 in Ci := 1.0 Fb. = 2760 psi Fv. = •178.25 psi E' = 1800000 psi BAY DEVELOPMENT PLAN 3000 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- . 5697, Telephone (253) 474 -9449 PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown DL := 16 psf LL := 25 psf Span := 6.5 ft TW := 21.5 ft w := (DL + LL).TW w•Span2 Mme := 8 w•Span Vmax :— 2 Vmax Afeq := 1.5• Fv. S Mmax' 12 FbI b 3.125 in h := 9 in b.h 3 I:= 12 Fb := 2400 psi Fv:= 155 psi E := 1800000 psi w = 881.5 plf Mmax = 4655.42 lb. ft Vmax = 2864.88 lb Areq = 24.11 in2 Sreq = 20.24 in3 Use a 3 1/8x9 GLB 5•w•Span4.1728 Amax 384•E'•I Span. 12 Aallow 240 Cd:= 1.15 CF:= 1.0 Cr:= 1.0 Fb. := Fb•Cd•CF -Cr Ci Fv':= FvCd•Ci E' := E•Ci A := 28.13 in2 S := 42.19 in3 1= 189.84 in4 Amax = 0.104 in Ballow = 0.33 in Ci := 1.0 Fb. = 2760 psi F,r = 178.25 psi E' = 1800000 psi rrw: a.a,r52:,is�w.':,+jli:l,•+F'iW+ 1.:� + +ti�+iti.eL;+�H;:+u:ixi t. )..w ,i li4kuN4d ?^�r.'�ik .ar " h BAY DEVELOPMENT PLAN 3000 2901 SO. 40th bt., l a uma, WA 98409- 5697 Telephone (253) 474 -9449 PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown 8. DL := 16 psf LL := 25 psf Span := 8 ft TW := 2.33 ft w := (DL + LL)•TW w•S an2 Mmax := 8 w•Span Vmax := 2 Vmax Areq := 1.5 Flo S — Mmax 12 req . Fb' b := 3.5 in h := 9.25 in I b•h3 := 12 Fb:= 900 psi F„ := 95 psi E := 1600000 psi w = 95.53 plf Mmax = 764.24 1b• ft Vmax = 382.12 lb Afeq = 5.25 in2 Sfeq = 7.38 in3 Use a 4x10 D.F. #2 5•w•Span4.1728 dma" • 384•E'•I Span. 12 allow 240 Cd := 1.15 CF:= 1.2 Cr:= 1.0 Fly := Fb•Cd.CF.Cr Ci Fd := F„•Cd•C; E' := E•C; A := 32.38 in2 S := 49.91 in3 I = 230.84 in4 Amax = 0.024 in 6,allow = 0.4 in C,:= 1.0 Fly = 1242 psi F� = 109.25. psi E' = 1600000 psi BAY DEVELOPMENT PLAN 3000 • L- 7r10 Rln JOIST U—iU mat. J - e0A:57 GaRAG! 0,A 0 Vl U)w O WO LL CO d iC+ti' 1—• W J•Ed E4 RAFT!. D O lib •IT. urns NOTES: • ALL FLOOR JOISTS :0 HE JwIO .IF. ^ FLOG-42 J015T5 •1b• OC, UNLESS NOTED. • ALL FLOOR JOIST TO HE CLOCKED Ar OEaRU�, • root r BE-:RING • E.40 OF J5T5. • SEE PUN $4 FLOOR - !T 3 FCR HEzrIS 51 :ES. LG(I: UPPER FLOOR FRAMING PLAN ••V •• •• • •■• r•.•• •••Ire r•• •v• 2901. SO.40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 I I \VJL.tJ I . aJr- 1 i.ii • ■{_VI IMIa—.1 • , PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown UPPER FLOOR FRAMING 9. DL := 12 psf Fb := 2400 psi LL := 40 psf F := 155 psi Span := 8 ft E := 1800000 psi TW := 7.25 ft w := (DL + LL)-TW + 21•(16 + 25) + 90 w = 1328 plf w•Span 2 Mme := 8 w•Span umax :— 2 Vmax Areq := 1.5• Fv Mmax-12 Sreq Fb' b := 5.125 in h := 10.5 in I b•h3 := 12 Mmax = 10624 11)-ft Vma„ = 5312 lb Amq = 44.7 in2 Smq = 46.19 in3 Use a 5 1/8x10 1/2 GLB A:= 53.81 in2 S := 94.17 in3 5•w•Span4.1728 Amax 384•E'•I Span- 12 Aallow 240 I= 494.4 Amax = 0.138 in allow = 0.4 in in4 Cd:= 1.15 CF:= 1.0 Cr := 1.0 Ci := 1.0 Ft), := Fb•Cd•CF•Cr Ci FJ := Fy- Cd•Ci E':= E•Ci Fb. = 2760 psi Fv = 178.25 )si E' = 1800000 psi BAY DEVELOPMENT PLAN 3000 r r £U 1 JUUl1I ',U..II ragout Tacoma, WA 98409 -5697 Phone: (253) 474 -9449 Fax: (253) 474 -0153 Description : Scope : LIklev: 560000 User: KW -0602611, Ver 5.6.0, 2 -Sep -2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p :1 10900110966 \calculationsl10966.ecw:Calcula Description Member 10 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity 5.125x10.5 5.125 in 10.500 in GluLam 1.150 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base AIIow Fv AIIow Fc AIIow E' 6.00 ft ft ft 2,400.0 psi 190.0 psi 650.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 87.00 #/ft #/ft #/ft LL LL LL 290.00 #/ft #/ft #/ft [Trapezoidal Loads #1 DL @ Left DL @ Right 426.00 #/ft 426.00 # /ft LL @ Left LL @ Right 525.00 # /ft 525.00 #/ft Point Loads Dead Load Live Load ...distance Summary 3,444.0 Ibs Ibs 5.000 ft 1 Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Start Loc End Loc Ibs Ibs 0.000 ft 0.000 ft 5.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 6.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 962.37 psi Fb 2,760.00 psi 0.722 : 1 7.6 k -ft 21.7 k -ft at 3.384 ft at 0.000 ft 7.55 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 21.66 fv Fv 157.67 psi 218.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 8.5 k 11.8 k @ Left 4.48 k @ Right 5.98 k Camber: @ Left 0.000 in @ Center 0.051 in @ Right 0.000 in 2.08 k 4.02 k Max 4.48 k Max 5.98 k 1 Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.034 in 3.192 ft 2,097.7 .L. Defl ) ... 0.051 in 0.000 in • 0.000 in Total Load -0.063 in 3.096 ft 1,142.49 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 AMP Tacoma, WA 98409 -5697 , Phone: (253) 474 -9449 .Fax: (253) 474 -0153 Description : Scope : Rev. 560000 User. KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1963.2002 ENERCAIC Engineering Software General Timber Beam Page 2 p:1109001109661cak ithUons110966.erw:Calcula Description Member 10 [Stress Calcs Bending Analysis Ck 19.527 Le Cv 1.000 Rb @ Center © Left Support @ Right Support Shear Analysis Oesign'Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 7.55 k -ft 0.00 k -ft 0.00 k -ft © Left Support 5.00 k 22.870 in2 218.50 psi 4.48 k 5.98 k Sxx 94.172 in3 CI 0.000 Sxx Req'd 32.84 in3 0.00 in3 0.00 in3 @ Right Support 8.48 k 38.832 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd Area 53.813 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.344 in 1.796 in M M, V, & 0 @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft tw** •'. ...; tit' Shear 4.48 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in 2901. SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown 11. DL := 12 psf Fb := 850 psi Cd := 1.0 . Ci := 1.0 LL := 40 psf F„ := 75 psi CF := 1.1 Span := 14.5 ft E:= 1300000 psi Cr := 1.15 TW := I ft w := (DL + LL).TW w = 52 plf Fb.:= Fb•Cd•CF•Cr Ci FE; = 1075.25 psi w•Span2 Mmax := 8 Mmax = 1366.63 lb• ft Fv, := F•Cd•Ci Fv = 75 psi w•Span Vmax • 2 Vmax = 377 lb E' := E.Ci E' = 1300000 psi Ares := 1.5• VF a" Aral = 7.54 in2 Mme12 Sreq := F Sreq = 15.25 in3 b Use a 2x10 H.F. #2 @ 12" O.C. b := 1.5 in h := 9.25 in b.h3 := 12 5•w•Span4.1728 Amax:— 384•E'•I Span•12 fallow 360 A := 13.88 in2 S := 21.39 in3 1 =98.93 in Amax = 0.402 in callow = 0.48 in . �LrM':1{. xl o-v}h. }Ik:hO i1'JS. >i:: w��J . r+� jJ••:. BAY DEVELOPMENT PLAN 3000 I r Tacoma, WA 98409 -5697 Phone: (253) 474 -9449 Fax: (253) 474 -0153 uescrtption : Scope : Rer. 560000 User: KW-0602611, Ver 5.6.0. 2-Sep-2002 (c)1903.2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 1109001109661calculaUons110966 .ecw:Calcuta Description Member 12 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 Center Span 4.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir - Larch. No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 6.00 #/ft #/ft #/ft LL LL LL 20.00 #/ft #/ft #/ft Trapezoidal Loads #1 DL @ Left DL @ Right 410.00 #/ft 410.00 # /ft LL @ Left LL @ Right Point Loads Dead Load Live Load ...distance ` Summary 2,870.0 lbs lbs 3.500 ft i lbs lbs 0.000 ft lbs lbs 0.000 ft 500.00 #/ft 500.00 # /ft lbs lbs 0.000 ft Start Loc End Loc lbs lbs 0.000 ft 0.000 ft 3.500 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Span= 4.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 622.92 psi Fb 1,138.50 psi = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.629 ; 1 2.6 k -ft 4.7 k -ft at 2.352 ft at 0.000 ft 2.59 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.74 fv Fv 68.73 psi 109.25 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 1.18 k 3.15 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 2.2 k 3.5 k 2.20 k 3.96 k 0.000 in 0.019in 0.000 in 2.20 k 3.96 k r Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.013 in 2.144 ft 3,722.5 L. Defl ) ... 0.019 in 0.000 in 0.000 in Total Load -0.021 in 2.080 ft 2,320.77 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 z F z tYLij J U 00 coo • LLI J H w 0 J u. to 3 d w z F- O w~ • co O - C3 F- Ill w • 0 wz co z Tacoma, WA 98409 -5697 ,Phone: (253) 474 -9449 Pei: (253) 474 -0153 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software Description : Scope : General Timber Beam Description Member 12 (Stress Calcs Page 2 11 pA 10900% 109661calculalions 110966.ecw:Catcula Bending Analysis Ck 31.887 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction LQuery Values Le Rb 0.000 ft 0.000 Max Moment 2.59 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.23 k 20.368 in2 109.25 psi 2.20 k 3.96 k Sxx 49.911 in3 CI 0.000 Sxx Req'd 27.31 in3 0.00 in3 0.00 in3 @ Right Support 1.23 k 11.298 in2 109.25 psi Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable fb 1,138.50 psi 1,138.50 psi 1,138.50 psi 1.007 in 1.809 in r M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 2.20 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in r 2901.SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 t • ••v•...-Y• . v•• •I• ••- .. •4.S, S.(L..11 • II PLAN 3000 �v.w.., v ukvity.un.0 04/22/2003 design Brian Labrecque chk Ed Brown 13. DL := 12 psf LL := 40 psf Span := 13.5 ft TW := 1.33 ft w :_ (DL +• LL)•TW w•S P an2 Mmax := 8 V _ w•Span max 2 Aieq := 1.5• VF ax Mme 12 Sreq Fb Fb := 850 psi F,„ := 75 psi E := 1300000 psi Cd:= 1.0 CF:= 1.1 Cr := 1.15 Ci := 1.0 w = 69.16 plf Fb.:= Fb•Cd-CF•Cr•Ci Fb. = 1075.25 psi Mmax = 1575.55 lb-ft Fv := F„ •Cd•Ci Fv = 75 psi Vmax = 466.83 lb E := E•Ci E' = 1300000 psi ACeq = 9.34 in2 Sreq = 17.58 in3 Use a 2x10 H.F. #2 @ 16" O.C. b := 1.5 in h := 9.25 in b•h3 I:= 12 5•w•Span4.1728 Omax — 384•E'•1 Span- 12 Dallow == 360 A := 13.88 in2 S := 21.39 in3 I = 98.93 in4 Amax = 0.402 in Aailow = 0.45 in BAY DEVELOPMENT PLAN 3000 2901 SO. 40th St., Tacoma, WA 98409- 5697 • Telephone (253) 474 -9449 • twv`v •L.L.Vf1111h.11I PLAN 3000 4uauu vldwty.ttltm • 04/22/2003 design Brian Labrecque chk Ed Brown 14. DL := 12 psf Fb := 900 psi Cd := 1.0 LL := 40 psf F„ := 95 psi C 1.2 F �_ Span := 5 ft E := 1600000 psi Cr := 1.0 TW:= 12 ft w := (DL + LL).TW w = 624 plf Fb.:= Fb•Cd•CECr• C; w•Span2 Mmax := 8 Mmax = 1950 lb. ft Fv := Fv•Cd•C; w•Span Vmax:= 2 V, = 1560 lb E' := E•C; keg := 1.5. VF a" A,.eq = 24.63 in2 Mme 12 St.eq = S feq = 21.67 in3 Fb. Use a 4x10 D.F. #2 A := 32.38 in2 S := 49.91 in3 b:= 3.5 in h := 9.25 in I.— b•h3 12 5•w•Span4.1728 Amax Aallow 360 384• E'• Span. 12 I = 230.84 in4 Amax = 0.024 in Aaltow = 0.17 in C; := 1.0 Ft; = 1080 psi = 95 psi E' = 1600000 psi BAY DEVELOPMENT PLAN 3000 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- •, 5697 Telephone (253) 474 -9449 PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown 15. DL := 12 psf LL := 40 psf Span := 17 ft TW:= 6 ft Fb:= 2400 psi Fv:= 155 psi E:= 1800000 psi w := (DL + LL)•TW w = 312 plf w•Span2 8 w.Span Vmax ._ 2 Vmax Ar«l := 1.5 F S — Mmax.12 req — Mmax Fly b := 5.125 in h := 12 in 1 b•h3 .— 12 Mum = 11271 1b• ft Vmax = 2652 lb Areq = 25.66 in2 Sreq = 56.35 in3 Use a 5 1/8x12 GLB _ 5.w.Span4.1728 Amax • 384•E'•I Span. 12 fallow 360 I =738 Cd := 1.0 CF := 1.0 Cr := 1.0 Fb� := Fb•Cd•CF.Cr•C; F, := Fv.Cd.C1 E':= E•C; A := 61.50 in2 S := 123.0 in3 Amax = 0.441 in • Dallow = 0.57 in in4 C; := 1.0 Fb, = 2400 psi F,/ = 155 psi E' = 1800000 psi BAY DEVELOPMENT PLAN 3000 2901. SO. 40th St., Tacoma, WA 98409- 5697, Telephone (253) 474 -9449 .v••■•• 1 • •■•• • • ••••■• S •■•••• • .910■1. • PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown 16. DL := 12 psf Fb := 900 psi Cd := 1.0 Ci := 1.0 LL := 40 psf F„ := 95 psi CF := 1.2 Span := 6.5 ft . E:= 1600000 psi Cr := 1.0 TW:= 6 ft w :_ (DL + LL)•TW w = 312 pif Fb.:= Fb•Cd•CF•Cr- Ci Fly = 1080 psi M w Span2 1647.75 lb-ft F max �= 8 Mmax = ,� := Fv•Cd•Ci Fir = 95 psi Vmax w Span Vmax = 1014 lb E' :_ E -C1 E' = 1600000 psi 2 Am := 1.5- V� a" ACeq = 16.01 in2 Smq := Mmax' 12 Sreq = 18.31 in3 Fb, Use a 4x10 D.F. #2 b := 3.5 in h := 9.25 in I:= b h3 12 5•w•Span4.1728 Amax Hallow 384•E'•1 Span- 12 240 A := 32.38 in2 S := 49.91 in3 I = 230.84 in4 Amax = 0.034 in Hallow = 0.33 in BAY DEVELOPMENT PLAN 3000 1 2901 South 40th Street Tacoma, WA 98409 -5697 Phone: (253) 474 -9449 Fax: (253) 474 -0153 Dsgnr: Description : Scope : vvu IT Date: 9:55AM, 25 APR 03 Rev: 560000 User: KW-0602611, Ver 5,6.0, 2•Sep•2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 110900110966ccalculations 110966.ecw:Calwta Description Member 17 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125x16.5 5.125 in 16.500 in GluLam 1.150 Pin -Pin Center Span 19.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir (Horizontal), 24F -V4 Fb Base Allow 1,500.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft [Trapezoidal Loads r #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary i 132.00 #/ft LL @ Left 132.00 #/ft LL @ Right 150.00 # /ft LL @ Left 150.00 # /ft LL @ Right 440.00 # /ft 440.00 #/ft 500.00 #/ft 500.00 # /ft Start Loc End Loc Start Lac End Loc 0.000 ft 11.000 ft 11.000 ft 19.500 ft Span= 19.50ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 Maximum Moment 28.6 k -ft Allowable 32.6 k -ft Max. Positive Moment 28.61 k -ft at 9.984 ft Max. Negative Moment -0.00 k -ft at 19.500 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 32.62 fb 1,476.60 psi Fb 1,683.36 psi Iv 92.84 psi Fv 189.75 psi Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber: @ Left @ Center @ Right Reactions... Left DL Right DL 1.32 k 1.41 k Max Max Beam Design OK 7.9 k 16.0 k 5.72 k 6.10k 0.000 in 0.221 in 0.000 in 5.72 k 6.10 k Deflections Center Span... Dead Load Deflection -0.147 in ...Location 9.828 ft ...Length/Defl 1,586.5 Camber ( using 1.5 * D.L. Dell ) ... @ Center 0.221 in @ Left 0.000 in @ Right 0.000 in Total Load -0.639 in 9.828 ft 366.12 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 'Stress Calcs r Bending Analysis Ck 24.699 Cv 0.976 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 28.61 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 7.44 k 39.233 in2 189.75 psi Sxx 232.547 in3 Area 84.563 in2 CI 0.000 Sxx Req'd 203.98 in3 0.00 in3 0.00 in3 @ Right Support 7.85 k 41.372 in2 189.75 psi Allowable fb 1,683.36 psi 1,683.36 psi 1,683.36 psi 5.72 k Bearing Length Req'd 1.994 in 6.10 k Bearing Length Req'd 2.124 in ,,,,;,, nN' «oMiavwxaxn�t,?sr:SS;xxe,:r*.:+ tee: u. w- n«.. �mr.,. �r,;, ��•,s.,. w,.. n.. �r...... s� ':...,.w_,,.:_:::sn::A,,,..... V Sifts & Hill Engineers, Inc. 2901 South 40th Street Tacoma, WA 98409 -5697 ' Phone: (253) 474-9449 Fax: (253) 474 -0153 Title : Dsgnr: Description : Scope : Job # Date: 9:55AM, 25 APR 03 Rev. 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1903 -2002 ENERCALC Engineering Software General Timber Beam Description Member 17 LQU.Y Values ar+ Page 2 p110900110966 calculations \10966.ecw:Calcula M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 5.72 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in z _ I- ~ W 6 U0 coo. J H N V. W o 2 ga i v. 1— w Z� • I-o. Z i- w • o o ff' 0 I-- w. Z U N; S o Z Page 1 II p:110900110966\calculatIons110966.ecw:Calcula r Tacoma, WA 98409 -5697 . Phone: (253) 474 -9449 Fax: (253) 474 -0153 Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Description Member 18 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x15.0 Beam Width 5.125 in Beam Depth 15.000 in Member Type GluLam Load Our. Factor Beam End Fixity 1.150 Pin -Pin Center Span 19.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir (Horizontal), 24F -V4 Fb Base Allow 1,500.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 69.00 #/ft #/ft #/ft LL LL LL 230.00 #/ft #/ft #/ft [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 127.30 # /ft LL @ Left 127.30 #/ft LL @ Right 127.30 #/ft LL @ Left 127.30 # /ft LL @ Right 58.30 #/ft 58.30 #/ft 58.30 #/ft 58.30 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 4.500 ft 15.000 ft 19.500 ft [Point Loads Dead Load Live Load ...distance 478.0 lbs 478.0 lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs • lbs 4.500 ft 15.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary I Span= 19.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin 0.670 : 1 18.2 k -ft Maximum Shear *1.5 5.4 k 27.2 k-ft Allowable 14.6 k 18.24 k -ft at 9.750 ft Shear: @ Left 4.23 k 0.00 k -ft at 19.500 ft @ Right 4.23 k 0.00 k -ft 0.00 k -ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 1,139.02 psi Fb 1,699.48 psi Beam Design OK 27.22 fv Fv 70.71 psi 189.75 psi Reactions... Left DL Right DL Camber: @ Left 0.000in @ Center 0.319 in @ Right 0.000in 1.72 k 1.72 k Max 4.23 k Max 4.23 k Deflections Center Span... Dead Load Deflection -0.213 in ...Location 9.750 ft ...Length /Den 1,099.8 Camber ( using 1.5 * D.L. Den ) ... @ Center 0.319 in @ Left 0.000 in @ Right 0.000 in Total Load -0.557 in 9.750 ft 419.74 Left Cantilever... Dead Load Total Load Deflection 0.000 in 0.000 in ...Length /Deft 0.0 0.0 Right Cantilever... Deflection ...Length /Den 0.0 0.000 in 0.000 in 0.0 Tacoma, WA 98409 -5697 Phone: (253) 474 -9449 Fax: (253) 474 -0153 vascrIpuun Scope : Rev: 560000 User. KW- 0602611, Ver 5.6.0.2•Sep•2002 `(c)1963.2002 ENERCALC Engineering Software General Timber Beam Description [Stress Calcs Member 18 Page 2 p 1109001109661calculalon s110966.ear.Calcula Bending Analysis Ck 24.699 Le Cv 0.985 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 18.24 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.44 k 28.646 in2 189.75 psi 4.23 k 4.23 k Sxx 192.188 in3 Area 76.875 in2 CI 0.000 Sxx Req'd 128.81 in3 0.00 in3 0.00 in3 @ Right Support 5.44 k 28.646 in2 189.75 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 1,699.48 psi 1,699.48 psi 1,699.48 psi 1.473 in 1.473 in Query Values M, V, & D © Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 4.23 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in rr- Rrl JOIST 2)($O Rtl JOIST • • _._> Z H Z W• c 6 G O 0 CO CD • LL F— W • }0 ▪ d N �. =d CWT Z H O ZF- W • W O co O — O F--" WW H-- LL'O. .• Z W 0 O~ Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 - 569 Telephone (253) 474 -9449 PROJECT: BAY DEVELOPMENT PLAN 3000 10966 Gravity.mcd 04/25/2003 design Brian Labrecque chk Ed Brown LOWER FLOOR FRAMING 19. DL := 12 psf LL := 40 psf Span := 3 ft TW := 14 + 9 ft Fb := 900 psi F,,:= 95 psi E := 1600000 psi w := (DL + LL)•TW + 90 w = 1286 plf M w Sg ant Mme = 1446.75 lb- ft Vmaa w 2pan Vmax = 1929 lb ax Afeq := 1.5• Vin Arcq = 30.46 in2 Mme 12 Sreq :— SCeq = 19.29 in3 Fly Use a 4x10 D.F. #2 with supports at 3' -0" max b:= 3.5 in h := 9.25 in I.— b•h3 12 5•w•Span4.1728 Amax Hallow 360 384•E'•I Span- 12 Cd := 1.0 CF:= 1.0 Cr:= 1.0 Ci := 1.0 Fb.:= Fb•Cd•CF•Cr Ci Fb, = 900 psi Fv := F,; Cd•Ci F, f = 95 psi E' := E•Ci A := 32.38 S := 49.91 I = 230.84 in4 Amu = 0.006 in �ailow = 0.1 in m .2 .3 to E' = 1600000 psi «.�..�:::�.;.+w:.a ., .W.'a.:.:emds:'�.w•�s.::i;;...r w,�nan;a<.,da.:G.a:f.sstiwS1 ..' :i;.+i?.i.l.,u;.:� zsf+:h�+� # i, 4 �`f+' ... `it' "� BAY DEVELOPMENT PLAN 3000 . Telephone (253) 474 -9449 ss PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown 20. DL := 12 psf LL := 40 psf Span := 5.5 ft TW := 12.5 ft w := (DL + LL)•TW w•Span2 Mmax :— 8 w•Span Vmax := 2 Afeq := 1.5. VF ax d Mme 12 req :_ I.— Fb, b:= 3.5 in h := 9.25 in b. h3 12 Fb := 900 psi Fv := 95 psi E := 1600000 psi Cd := 1.0 CF := 1.2 Cr := 1.0 Ci := 1.0 w = 650 plf FE,' := Fb•Cd•CF•Ce Ci Fba = 1080 psi Mmax = 2457.81 lb. ft F,. := Fv- Cd•C1 F, = 95 psi Vmax = 1787.5 lb E' := E•C1 E' = 1600000 psi Arai = 28.22 in2 rat =27.31 in3 Use a 4x10 D.F. #2 5•w•Span4.1728 Amax _ 384•E'•I Span- 12 Dallow 360 A := 32.38 in2 S := 49.91 in3 I = 230.84 in Amax = 0.036 in Dallow = 0.18 in 9p1M'd� ��MM�____T____lfr.�iw�I ¢j�Mf'.td[`'H�'t'4'NM"�4 t t'YM!gY •.i���:..�' '.m.r.,+ —... +`'W ,<i....�.��S1i4+,� .r:c4wo�e. r.0 w.n..n ...�..... ............... BAY DEVELOPMENT PLAN 3000 ..IV • VU. -►VIII Vey S 41W14 dui •I IA 5697 Telephone (253) 474 -9449 FLAN 3000 design Brian Labrecque chk Ed Brown Maximum Load For 2 -2x6 Built Up Wood Post H:= 8 ft HF #2 Fc := 130( psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 := 1300000 psi F "C := FC.CD.CEC F "c = 1300 psi Axial Load Capacity Slenderness Ratio (SL) SL := —H.12 C := 0.8 KCE := 0.3 A := t•h A = 16.5 in2 CFc:= 1 2 -2x6 Built Up Wood Post Properties Kr := 1.0 (Kr= 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3 in t := 5.5 in t 3 FCE :_2 • FCE = 381 1:= 12 I = 12.38 in4 SL 2 1 + FCE 1 + FCE ]2 F "C Cp 2•C 2•C F'c := C P F "c F'c = 354.31 2 -2x6 Built Up Wood Post Pmax = 5846 lb FCE ,Fe Kr C Pmax F'c. A S:= I -2 S =8.3 in3 h Cp = 0.27 BAY DEVELOPMENT PLAN 3000 5697. Telephone (253) 474 -9449 r IL./1111 ,)uuu design Brian Labrecque chk Ed Brown Maximum Load For 3 -2x6 Built Up Wood Post H:= 8 ft HF #2 Fc:= 130( psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 E' := 1300000 psi F 'c Fc CD.CFc Pc = 1300 psi Axial Load Capacity Slenderness Ratio (SL) H• SL := 12 C:= 0.8 KcE := 0.3 F _ KcE•E' cE SL2 FCE = 857 1 +FcE 1 +FcE Fce C _ F "c F"c Pc K P•— 2•C - 2 C C f F'c := C. F "c F'c = 696.31 max := F'c. A 3 -2x6 Built Up Wood Post Pmax = 17234 lb CFc := 1 3 -2x6 Built Up Wood Post Properties K:= 1.0 h := 4.5 in t := 5.5 in (Kr = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A =th A =24.8 in2 3 I := —t .h I = 41.77 in4 12 S := I.2 h CP =0.54 S= 18.6 in3 BAY DEVELOPMENT PLAN 3000 L9U1 U. awn bc., l aroma. WM yt$4U9- 5697 Telephone (253) 474 -9449 PLAN 3000 U4/t1Iuu3 design Brian Labrecque chk Ed Brown Maximum Load For 4x4 Wood Post H:= 8 ft HF #2 Fc := 130( psi CD := 1 Cp, := 1 CM := 1 E' := 1300000 psi F ",:= FC- CD•CFc F ", = 1495 psi Ct := I CL := 1 CFc := 1.15 Axial Load Capacity Slenderness Ratio (SL) SL:= 1.12 C:= 0.8 KCE:= 0.3 • KCE•E' FCE SL2 FCE =518 CP z 1 + FCE 1 + FCE FcE wt F" —" c Cl F., :_ K 2C 2C F',:= Cp. F "c F'c = 474.31 4x4 Wood Post P,,, = 5810 lb r Pmaz := F'c.A 4x4 Wood Post Properties Kp := 1.0 h := 3.5 in t := 3.5 in (Kr = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A := t•h A = 12.3 is 3 I := t12 I = 12.51 in4 S := 1 -2 S = 7.1 in3 h CP =0.32 a.:::wo..:8.14 BAY DEVELOPMENT PLAN 3000 2901 SO. 40th St., Tacoma, WA 98409.5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown LATERAL ANALYSIS : BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE : 3 Z := .3 TABLE 16 -I I:= 1.0 TABLE 16 -K Ca := 0.36 TABLE 16 -Q C„ := 0.54 TABLE 16 -R R := 5.5 TABLE 16 -N W BUILDING /STRUCTURE WEIGHT Equation 30 -6 V := 0.11•Ca 1 W V = 0.04 W Minimum 2.5•Ca I Equation 30 -5 V:— W R V = 0.164 W Governs by inspection. Acceleration controls seismic design of short structures. Redundancy factor: p := 1.0 Working Strength Level then becomes: E := V•p W 1.4 E =0.12 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral Toads. BAY DEVELOPMENT PLAN 3000 11 O r t Vn W 4... 1 J zz Z L ♦n if 5. \ J qZ it Lee w.•«•.,w.w•'WMu z O I- w w I-- z O z I,- W C¢¢1 JU O 0 N � J H N � W 0 2 u_Q = �_ • Z �. I-0 zI- LL! • w • 0 co 0— CH WW H � lL O W.• 0 z 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax'(253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21 /2003 design Brian Labrecque chk Ed Brown WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED qs := 164 1—b . lw := 1.0 Cq := 1.3 ft 2 Height Above Ground (ft.), 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30 to 40' Ce Ce15 := 0.62 Ce20 := 0.67 Ce25 := 0.72 Ce30 := 0.76 Ce40 := 0.84 Wind Pressure (psf) Pl := gs•Iw•Cq•Ce15 P1= 13.2 lb ft-2 P2 := gs•Iw•Cq•Ce20 P2 = 14.3 lb ft-2 P3 := gs•Iw•Cq•Ce25 P3 = 15.4 lb ft-2 P4 := gs•Iw•Cq•Ce30 P4 = 16.2 lb ft-2 P5 := gs•Iw•Cq•Ce40 P5 = 17.9 lb ft-2 WIND SHEAR AT ROOF DIAPHRAGM: W2 := P2.12.75•ft WIND SHEAR AT 2ND FLOOR DIAPHRAGM: W 1:= W2 + PI.9.5•ft 'l?V : =.3Q7 7Ibft ?Is : BAY DEVELOPMENT PLAN 3000 z W 6U O 00 LLI J H N u_ W O aa In g = W H = z F.. NO w~ 0 0 to F- WW ~- LO Wz -• I O /- z rr — 3 °4 O t TSG O • • s A AFF. I S, w' SIELVES I _ _ L. 1 ' —.I »ATE 11T4 VWIY 30' TD. 4m- AFF. SIP • • 6' -0 1/2• 10 BEDROOM 2 CARPET • 5',11,7* 9' -11" 3.15P. �2••6'.,�uT SuAFT 1C C 1 fANJ 0 r s i1 -- -▪ - -- C� v.T03/4--r— • P. D'•6' IQ IL VINT m 1ST BEDROOM CARPET 10• -2 Ia• S RJRNACEMAI R-UE ZEOROCti 3 CARPET 13 I W 11 I i�1 1 V ? 15•-8 1/2• I ` 1 X U FLAT CE4 OPEN TO ENTRY BELOW V A n • n -6. IUD 410 OPT. SITTING Rf1 CARPET 0 V .1 r T • •4.... i rf • YVIU LUSH r CARPE II —� n ° I 5D. iI A 5 °2° 3' -9 I/4 FIXED 3' -9 114' G•RPET I a:s b'•0• {;);s—ti 5 °5� x0 rt):I,A)1 5 °5°IOR 5'•b' 9'•0• 5' -6' 20'•0' UPPER FLOOR AT ELEv. 'B' Or15)I. 4• -5 314• (?I34 51+ 3' -6' (6) r� LCJ 4• -5 3i4' 12• -5 1/2• UPPER FLOOR PLAN 1/4 " =1' -0" i•• .._,_-. v.+ �aV <+.WwYAHII!P"/•�l.1'HYw.Gtjt.41 a �Y - FSR!ntt.lyeY. Yr- .::tMh:vR.rY.W. �e .y(,i.,11r,t¢II fl.t1,ffet . Men�ta�C ••.aN- z.Y�t- :4�•tr••n• a ^.Y s.t.. n .. • 2901,SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fak (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Upper Floor Walls Upper Floor Wall Line A: Total Wall Length: La := 19-ft + 6.ft Wind Shear va W2.51.5•ft•0.5 La Seismic Tributary Weight: Roof := 16•psf.40.ft•51.5•ft•0.5 Wall := 10•psf•40•ft•5.ft W := Roof + Wall Seismic Force: Check wall section: E - E•W a La Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: la:= 6•ft Ea = 86.4 lb ft-t OTM := va•la•H,,, Roof := 16•psf•2.33•ft•la Wall := 10•psf•Hw la Total := Roof + Wall DLR := Total. la 2 OTM - DLR U la Check wall section: la := 19. ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Plate Height: va = 187.6 lb ft-t Roof = 16480 lb Wall = 2000 lb W = 184801b FE := 8•ft lit Ca Citia 73 P- 3 1 Wind Controls Design OTM = 9004.3 lb ft Roof = 223.7 lb Wall = 480 lb Total = 703.7 lb DLR = 2111 lb ft U = 1148.91b SIMPSON HOLDOWN MST37 OTM := va• la• HW Roof := 16•psf•2.33•ft•la Wall := 10 psf Hw la Total := Roof + Wall DLR := Total. la 2 U .— OTM - DLR la OTM = 28513.7 lb ft Roof = 708.3 lb Wall = 1520 lb Total = 2228.3 lb DLR = 21169 lb ft U = 386.61b NO HOLDOWN BAY DEVELOPMENT PLAN 3000 i SITTS & HILL ENGINEERS INC. 290,1 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 10966 Lateral.mcd 04/25/2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Lineal: Total Wall Length: Lb := 5•ft + 5-ft Wind Shear vb W2.51.5•ft•0.5 Lb Seismic Tributary Weight: Roof := 16•psf•40•ft•51.5•11•0.5 Wall := 10•psf.40.ft•5•ft W := Roof + Wall Seismic Force: Check wall section: lb := 5-ft E•W Eb. Lb Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Eb = 216 lb ft-t Plate Height: HW := 8.ft vb= 4691bfit Roof = 16480 lb Wall = 2000 lb W = 18480 lb Sle`xpoll�jP 7.1,01407. • Wind Controls Design OTM := vb-lb-H, OTM = 18759 lb ft Roof := 16•psf•2.33•ft•Ib Roof = 186.41b Wall := 10•psf•Hw lb Wall = 4001b Total := Roof + Wall DLR := Total. lb 2 OTM — DLR U lb Total = 586.4 lb DLR = 1466 lb ft U = 3458.6 lb SIMPSON HOLDOWN MST48 BAY DEVELOPMENT PLAN 3000 r SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 10966 Lateral.mcd 04/25/2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Line B2: Total Wall Length: Lb := 3.ft + 4•ft + 3.ft Wind Shear vb W2.51.5.ft•0.5 Lb Seismic Tributary Weight: Roof := 16•psf•40•ft•51.5•ft•0.5 Wall := 10•psf•40•ft•5•ft W := Roof + Wall Seismic Force: Check wall section: E — E.W b Lb Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: lb:= 3.ft Eb = 216 lb ft-1 Plate Height: 11,,, := 8•ft vb = 469 lb ft -1 Roof = 164801b Wall = 2000 lb W = 18480 lb the "ar Wall; Tjrpe:)19.0 01001s'@ ' 0a6.4ciiY:Ff'545 "PLC Wind Controls Design OTM := vb• lb• HW OTM = 11255.4 lb ft Roof := 16•psf•2.33• ft. lb Roof = 111.8 lb Wall := 10•psf•Hw lb Wall = 240 lb Total := Roof + Wall DLR := Total• lb 2 U OTM — DLR lb Total = 351.8 lb DLR = 527.8 lb ft U = 3575.9 lb SIMPSON HOLDOWN MST48 BAY DEVELOPMENT PLAN 3000 M SITTS & HILL ENGINEERS INC. 2401 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 10966 Lateral.mcd 04/25/2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Line C: Total Wall Length: Lc := 3 • ft + 3 • ft Wind Shear VC :_ 0. W2-41• 1.3 Lc Seismic Tributary Weight: Roof := 16•psf•40•ft•41•ft•0.5 Wall := 10•psf40•ft•5•ft W := Roof + Wall Seismic Force: E _ E•W Lb Check wall section: lc := 3 • ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Plate Height: vc = 239.3 lb ft-t Roof = 13120 lb Wall = 2000 lb W= 151201b HW:= 8•ft Sheat�Ul%alf�lype� P�1 "6 :Cap a tji },t#8 P(F: E� = 176.716 a Wind Controls Design OTM := ye. tc• Hw OTM = 5744 lb ft Roof := 16•psf•2.33•ft•lc Roof = 111.81b Wall := 10•psf•Hw lc Wall = 240 lb Total := Roof + Wall DLR := Total-- c 2 U OTM — DLR Ic Total = 351.8 lb DLR = 527.8 lb ft U = 1738.7 lb SIMPSON HOLDOWN MST37 v$ BAY DEVELOPMENT PLAN 3000 4MII AO.all/U1 Ot., IaWIf1a, VVA vo4U3 -bbl/ Telephone (253) 474 -9449 Fax (253) 474 -0153 rr(uJtt., i :t3AY UtVtL!'UMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Line 1: Total Wall Length: LI := 18•ft + 8.5•ft + 5-ft Plate Height: H,:= 8.ft Wind Shear vi W2.20• ft. 0.5 LI v = 57.81b ft-1 Seismic Tributary Weight: Roof := 16•psf•51.5•ft•20•ft•0.5 Roof = 82401b Wall := 10•psf•51.5•ft•5•ft Wall = 2575 Ib W := Roof + Wall W = 108151b Seismic Force: Check wall section: Et. L1 Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: E•W I1 := 5•ft She*, .WaIr ype F 1 -6 �. 10d;i is @v O.C:_ Capacity =-`Z".78 PI AF Ei = 40.116 ft-i Wind Controls Design OTM := v1.11.Ff OTM = 2312.71b ft Roof := 16•psf•2.33•ft•11 Roof = 186.41b Wall := 10•psf•Hw 11 Wall = 400 Ib Total := Roof + Wall Total = 586.4 Ib DLR := Total- —11 2 U :_ OTM – DLR 11 DLR = 1466 lb ft U = 169.31b NO HOLDOWN BAY DEVELOPMENT PLAN 3000 Oyu 1 .7v. 4uut at.. i ac oma, W4 yu4U9 -5b9( Telephone (253) 474 -9449 Fax (253) 474 -0153 rr ujtl; I 33AY UtVELPUMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Line 2: Total Wall Length: L2 := 12.ft Plate Height: Wind Shear W2.(20 + 20).ft•0.5 v2 :— L2 v2 = 303.51b ft-1 Seismic Tributary Weight: Roof := 16•psf.51.5•ft•(20 + 20).ft•0.5 Roof = 16480 lb Wall := 10•psf.51.5.ft•5•ft Wall = 2575 lb W := Roof + Wall W = 19055 lb Seismic Force: E E. W 2 L2 HW:= 8•ft yStlea {U a,VV4t A i �� �.4 1;0c 2naiisl °'`.n'."" Ca 1.4q*:�r4p5 8 4.. E2 = 185.6 lb ft-1 Wind Controls Design Check wall section: 12 := 12.ft Overturning Moment: OTM := v2.12•Hµ, OTM = 29140.2 lb ft Dead load resisting: Roof := 16•psf•11.5•ft•12 Roof = 22081b Wall := 10•psf•Hw l2 Wall = 960 lb Resisting Moment: Net Uplift: Total := Roof + Wall Total = 31681b DLR := Total. —12 2 U OTM – DLR 12 DLR = 19008 lb ft U = 844.3 lb NO HOLDOWN BAY DEVELOPMENT PLAN 3000 zau i ay. aum a[., i acoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 rrcUJLU 133AY U VLLNOMENT PLAN 3000 04/21 /2003 design Brian Labrecque chk Ed Brown Upper Floor Wall Line 3: Total Wall Length: L3 := 7.5.ft + 3.5•ft + 4.ft Plate Height: Wind Shear v3 :_ W2.20• ft• 0.5 L3 v3 = 121.41b ft-� Seismic Tributary Weight: Roof := 16•psf•41•ft•20•ft•0.5 Roof = 65601b Wall := 10•psf•41•ft•5•ft Wall = 2050 lb W := Roof + Wall W = 86101b Seismic Force: Check wall section: E - E -W 3 L3 Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: 13 := 3.5• ft HW:= 8•ft Jj pe 131"3,6. c tyr? r22,743'PLF' E3 = 67.1 lb ff t Wind Controls Design OTM := v3.13•H,,, Roof := 16•psf•2.33•ft•13 Wall:= 10•psf•H,,;13 OTM = 3399.7 lb ft Roof = 130.5 lb Wall = 2801b Total := Roof + Wall Total = 410.5lb DLR:= Total.— DLR = 718.316 ft 2 OTM - DLR U:- 13 U= 766.11b NO HOLDOWN BAY DEVELOPMENT PLAN 3000 z 1z ,F• W c4 JU UO 0 -J -- WO 2 gQ (I) a F-= Z O Z F- W U� 0— CI WW H LL o W ..z U =. O~ z ti •x0 OF ai'tL • 10. -0. -" CI 3m 113 WALL •' � a In• wa 6 EA�F BP \ l.r� '43" tt_Gsl S • 0 1 7 rJ � . 2 DR v FM..4'1E uEADER • p} SSW AFF DINING Rf1. 2.6 CARPET VAIILT m HALF WALL 6 WALL ENTRY 5' -11" 4'-1 Id" -(CI r5T 2.4 FF 7 z �..Z re W 6U O 0 N0 tu W0 2aa u. a W = _ Z Z O. 11J Lu UO 0 I- ll! W O WZ U= 0 z OPT GARAGE SEE SHEET GI I.S. l.s. j. SG. SG. 2 p GARAGE •• CONC. SLAB -SLOPE 3• TOWARDS OH ODOR J p© It ` •_.___...H. .. • f. - ,� 11 I 121 3° • • 5H 2rpi = 0 -s' 3•-•5 I/4 3' -9 I14 82i� j, • 6'•7.34-'- •4.�WF^ Pr POST rrp -LINE CF WALL ABOVE I6420O24. GAR. OR I' -10 I /7' 70••0• 1'-6 1/!• I7' -5 117' 40 MAIN 0' FLOOR PLAN 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ' Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Lower Floor Walls Lower Floor Wall Line A: Total Wall Length: La := 4.25 -ft + 5.25-ft + 8.75-ft Wind Shear va WI.41- f1•0.5 La Seismic Tributary Weight: Roof := 16•psf•40•ft- 41•ft•0.5 Wall := 10•psf•40•ft•5•ft•2 Floor:= 12•psf.40.ft•41 -ft•0.5 W := Roof + Wall + Floor Seismic Force: Check wall section: _ E. W Ea La Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: la := 4.25. ft Ea= 172.71b OTM := va• la• HW Roof := 16•psf•2.33 -ft•la Wall = 10•psf.Hw la -2 Floor:= 12- psf- 7•ft -la Total := Roof + Wall + Floor DLR := Total• to 2 U _ OTM — DLR la Plate Height: HW := 8-ft va = 345.6 lb ft' Roof = 13120 lb Wall = 4000 lb Floor = 9840 lb W = 26960 lb Wind Controls Design OTM = 11751.616 ft Roof = 158.4 lb Wall = 680 lb Floor = 357 lb Total = 1195.4 lb DLR = 2540.3 lb ft U = 2167.4 lb SIMPSON HOLDOWN STHDI ORJ BAY DEVELOPMENT PLAN 3000 SITTS & HILL ENGINEERS INC. • 290i SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 10966 Lateral.mcd 04/25/2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line B: Total Wall Length: Wind Shear Lb:= 5.5•ft +9•ft W1.(28.5 + 23)• 1.0.5 vb Lb Seismic Tributary Weight: Roof := 16•psf•40•ft•(28.5 + 23)•ft•0.5 Wall := 10•psf 40 ft 5•ft•2 Floor := 12•psf•40•ft•(28.5 + 23)•ft•0.5 W := Roof + Wall + Floor Seismic Force: Check wall section: E — E•W b Lb Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: lb := 5.5•ft Eb = 264.7 lb ft -t OTM := vb•lb•H,,, Roof := 16•psf•2•ft•Ib Wall := 10•psf•Hw lb•2 Floor:= 12•psf• 12•ft•lb Total := Roof + Wall + Floor DLR := Total. lb 2 U: OTM — DLR lb Plate Height: vb = 546.4 lb ft-1 Roof = 16480 lb Wall = 4000 lb Floor = 12360 lb W = 32840 lb HW:= 8.ft J��,1�31l Ij Typa Wind Controls Design OTM = 24043.1 lb ft Roof = 1761b Wall = 880 lb Floor = 792 lb Total = 1848 lb DLR = 5082 lb ft U = 3447.5 lb SIMPSON HOLDOWN STHD14RJ BAY DEVELOPMENT PLAN 3000 I II S V %A I I I Sum Sm. •=01 • SI I II • b. Sow • ••■•, BO • SO • 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (53) 474-0153 PROJECT :BAY DEVELPOMENT PLAN 3000 • .1 %A .....■•••■••■•■■•••■ • 4,0.1 04/21/2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line C: Total Wall Length: Lc := 2.ft + 2.ft Plate Height: Hw 8•ft W1-23-ft.0.5 Lc vc = 884.61b ft-1 Wind Shear vc Seismic Tributary Weight: Roof := 16.psf•40.ft•23•0.5 Roof = 7360 lb Wall := 10.psf.40•5.ft•2 Wall = 4000 lb Floor := 12-psf.40423•0.5 Floor = 5520 lb W := Roof + Wall + Floor W = 16880 lb Seismic Force: E.W Lc E, = 493.2 lb ft-I Wind Controls Design piers 40.4.51Musovrinvowacrw, BAY DEVELOPMENT PLAN 3000 SiTTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :BAY DEVELPOMENT PLAN 3000 10966 Lateral.mcd 04/25/2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line D: Total Wall Length: Ld := 3.ft + 3.ft Wind Shear 0_5W1•41•ft•0.5 vd 1.3 Ld Seismic Tributary Weight: Roof := 16•psf•40•ft•41•ft•0.5 Wall := 10•psf•40•ft•5•ft•2 Floor:= 12•psf.40.ft•41•ft•0.5 W:= Roof + Wall + Floor Seismic Force: Check wall section: Ed : Ld Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Id := 3.ft Ed = 525.2 lb ft-1 OTM := vd•ld•HW Roof := 16•psf•2.33-ft•1d Wall := 10•psf•Hw ld•2 Floor := 12•psf•0.67•ft•ld Total := Roof + Wall + Floor DLR := Total- Id 2 OTM — DLR U:_ Id Plate Height: vd = 404.4 lb ft-1 Roof = 13120 lb Wall = 4000lb Floor = 984016 W = 26960 lb 5tieat�1 SkT 7' y ,dz al HW := 8•ft Seismic Controls Design OTM = 9704.4 lb ft Roof = 111.81b Wall = 480 lb Floor = 24.1 lb Total = 6161b DLR = 923.91b ft U = 2926.8 lb SIMPSON HOLDOWN STHDI 4RJ BAY DEVELOPMENT PLAN 3000 r 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21 /2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line 1: Total Wall Length: LI := 30.25.ft + 7.5.ft Wind Shear vl :_ W1.20.ft•0.5 Li Seismic Tributary Weight: Roof := 16•psf•51.5•ft•20•ft•0.5 Wall := 10•psf•51.5•ft•5•ft•2 Floor:= 12•psf•51.5•ft•20•ft•0.5 W := Roof + Wall + Floor Seismic Force: E — E•W LI Check wall section: 11 := 7.5.ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Et = 60.6 lb ft -t OTM:= v1.11•H,,, Roof := 16.psf.2.33.ft.11 Wall := 10•psf•Hw 11.2 Floor := 12•psf.0.67•ft.IL Total := Roof + Wall + Floor DLR := Total. —11 2 U :_ OTM – DLR 11 Plate Height: v1 = 81.51bft-t Roof = 8240 lb Wall = 5150 lb Floor = 6180 lb W = 19570 lb Hy, := 8-ft Wind Controls Design OTM = 4890.6 lb ft Roof = 279.6 lb Wall = 12001b Floor = 60.3 lb Total = 1539.9 lb DLR = 5774.6 lb ft U = —117.9 lb NO HOLDOWN �ffiyPe� P�'1' =6 4..4278 :P BAY DEVELOPMENT PLAN 3000 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line 2: Total Wall Length: L2 := 16.25. ft Wind Shear W1.(20 + 20)•ft•0.5 v2 :_ L2 Seismic Tributary Weight: Roof := 16.psf.51.5.ft.(20 + 20)•ft•0.5 Wall := 10•psf•51.5•ft•5•ft•2 Floor := 12•psf•51.5•ft•(20 + 20)•ft•0.5 W := Roof + Wall + Floor Seismic Force: Check wall section: E — E•W 2 L2 Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: 12:= 16.25•ft E2= 244.5113 ft-I OTM := v2.12•H,,, Roof := 16•psf•11.5 ft•12 Wall := 10•psf•Hw 12.2 Floor := 12•psf•0.67•ft•12 Total := Roof + Wall + Floor DLR := Total. 12 2 U OTM — DLR 12 Plate Height: v2 = 378.7 lb ft-t Roof = 16480 lb Wall = 5150 lb Floor = 12360 lb W = 33990 lb HW := 8•ft Wind Controls Design OTM = 49232.1 lb ft Roof = 29901b Wall = 2600 lb Floor = 130.7 lb Total = 5720.6 lb DLR = 46480.3 lb ft U = 169.31b NO HOLDOWN BAY DEVELOPMENT PLAN 3000 M 2901 60. 40th St., Tacoma, WA 98409 -5697 t Telephone (253) 474 -9449 Fax (.53) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/21/2003 design Brian Labrecque chk Ed Brown Lower Floor Wall Line 3: Total Wall Length: L3 := 3.75•ft + 8.25.ft + 10•ft Wind Shear v3 :_ W1•20•ft•0.5 L3 Seismic Tributary Weight: Roof := 16•psf•41•ft•2040.5 Wall:= 10•psf•41•ft•5•ft•2 Floor:= 12•psf•41•ft•20•ft•0.5 W := Roof + Wall + Floor Seismic Force: Check wall section: Overturning Moment: Dead load resisting: E• W 3 L3 Resisting Moment: Net Uplift: 13 := 3.75.ft E3 = 82.8 lb ft -I OTM := v3.13•HW Roof := 16•psf•2.33•ft•13 Wall := 10•psf•Hw 13.2 Floor:= 12•psf•6•ft•13 Total := Roof + Wall + Floor DLR := Total.— 3 2 U OTM – DLR 13 Plate Height: 4 v3 = 139.91b ft-1 Roof = 65601b Wall = 41001b Floor = 4920 Ib W = 155801b Wind Controls Design OTM = 4195.91b ft Roof = 139.81b Wall = 600 lb Floor = 270 lb Total = 1009.81b DLR = 1893.4 lb ft U= 6141b NO HOLDOWN HW:= 8•ft BAY DEVELOPMENT PLAN 3000 ��e !`(-1 U• W n OF-U71 RP %/E NT JS J ENGINEERINC ROOF DESIGN LOADS. OL • IS •SF U.• 7S PSF • SEE FLOOR PLANS FOR 2x6 BARGE BOARD at/ 1X2 TRIM J �.0 • ROOF FRAMING PLAN 1 /4 " =I.-O" W r4 2 =. J U. 0 O. co o. co J H CO I w O: li Q W. Z ZO- WS G = . O 2. _ = 0. 9-": 0 0 H O z 2901,SO.40th St., Tacoma, WA 98409- . 5697.. ,T,,elephone (253) 474 -9449 PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown THREE CAR GARAGE OPTION 21. DL := 16 psf LL := 25 psf Span := 8 ft TW := 12.33 ft w :_ (DL + LL)•TW w•S P an2 Mmax : 8 w•Span Vmax := 2 A feq := • 1.5• Vmax Fv S Mme 12 req Fb' b:= 3.5 in h := 9.25 in I b•h3 .— 12 Fb := 900 psi F„ := 95 psi E := 1600000 psi Cd:= 1.15 CF:= 1.2 C,.:= 1.0 C; := 1.0 w = 505.53 plf Ft,- := Fb•Cd•CF•Cr Ci Fb' = 1242 psi Mmax = 4044.24 lb- ft Fv := FvCd•C; Fv = 109.25 )si Vmax = 2022.12 lb E' := E-C; E' = 1600000 psi Amq = 27.76 in2 Sreq = 39.07 in3 Use a 4x10 D.F. #2 5•w•Span4.1728 Amax 384•E'•1 Span- 12 Hallow 240 A := 32.38 in2 S := 49.91 in3 1= 230.84 in4 Amax = 0.126 in Hallow = 0.4 in BAY DEVELOPMENT PLAN 3000 } } h Tr. HO. OE .6. it Cl/.Y 5 E5 • FLUE DR f • WE..OER •07• AFF. SCSC AUN VHYL (9 oY.I 4.-2. S'•S IR- ad. I$ (CII I U * 6.6 1 OFF- t III h M (�� *I TO/I S -IM.I5 GLO (34...V41 NGO' TO SE r AF. St.A0 OR PRESSUR: TFrATEO GARAGE 4' CCNC. SLAO•SLOPE )• TO.UAROS Cu DOOR vt • 00CR OETWEEN NOOSE I GARAGE TO OE SOLID CORE wiSELF I . CLOSrG WR4 ES. MOOR IIH. 1.)b• TNICG(J So I • 5,6- TYPE 'X' GLOS. CR ALL NCUSEIGARi6E SUPPORTING I WALLS. POST. 4 5EAN5. f7 T.L AYERS • CEILING WHERE Zi ♦ TRTSSES OR FRN'Ir• G GFL•ATER TNAN 16. OC. j 3 1 WRAP ExP. POSTS WI PLY TO 46' APF TO PROTECT FRQ'1 T1I40R r1PACT DAMAGE �o 1- I 1 CI) 6•6 SG. I•S• JCU 6.6 •F '2 1011 3.48.16.10 OLD ry4F.V•1 r°I ALINE 6 WALL A170VE CCNTHUOUS •.10 OP 2 NEARER CIT 6.6 w:4 S. 1 10 IR' 16•1•00. GAR DR 20' -0• MAIN FLOOR PLAN 1/4 ".1' -0" 1'•10 1/J a..•. ..«. rn... wwa« nuv,. �w�.. �y,+. n+ r�+.. Ww . :in.•c..fi�.n.u�.!_�.,s,r..... ;..y ,n�n�.y..,.1,..., «,utr: nv Calculations are designed to 1997 NDS and 1997 UBC Requirements 11 r 1 Sitts & Hill Engineers, inc. ' 2901 South 40th Street • Tacoma, WA 98409 -5697 Phone: (253) 474 -9449 Fax: (253) 474 -0153 Title : Dsgnr: Description : Scope : Job # Date: 10:20AM, 25 APR 03 Rev. 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p :1109001109661calculaU on s110966.ecwCa Icul a Description Member 22 [General Information Section Name 3.125x12.0 Beam Width 3.125 in Beam Depth 12.000 in Member Type GluLam Load Our. Factor Beam End Fixity 1.150 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 11.50 ft ft ft Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary Span= 11.50ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin 306.00 #/ft LL @ Left 306.00 #/ft LL @ Right 8.00 #/ft LL @ Left 8.00 #/ft LL @ Right 337.50 #/ft 337.50 #/ft 26.70 #/ft 26.70 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 11.500 ft 0.000 ft 11.500 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,793.84 psi Fb 2,760.00 psi 0.650 ; 1 11.2 k -ft 17.2 k -ft at at 11.21 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 17.25 fv Fv 129.78 psi 218.50 psi Maximum Shear * 1.5 Allowable Shear. 5.750 ft 0.000 ft Reactions... Left DL Right DL Beam Design OK 4.9 k 8.2 k @ Left 3.90 k @ Right 3.90 k Camber: @ Left 0.000 in @ Center 0.257 in @ Right 0.000 in 1.81 k 1.81 k Max 3.90 k Max 3.90 k [Deflections Center Span... Dead Load Deflection -0.172 in ...Location 5.750 ft ...Length /Defl 804.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.257 in @ Left 0.000 in @ Right 0.000 in Total Load -0.371 in 5.750 ft 372.30 Left Cantilever... - Deflectiion ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 19.527 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 11.21 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.87 k 22.274 in2 218.50 psi 3.90 k 3.90 k Sxx 75.000 in3 CI 0.000 Sxx Req'd 48.75 in3 0.00 in3 0.00 in3 @ Right Support 4.87 k 22.274 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd Area 37.500 in2 Allowable fb 2,760.00 psi Z760.00 psi 2,760.00 psi 1.920 in 1.920 in .Sitts 8 Hill Engineers, Inc. ' 2901 South 40th Street { " Tacoma, WA 98409 -5697 Phone: (253) 474-9449 Fax: (253) 474 -0153 LkRev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep•2002 (c)19e3 -2002 ENERCAI.0 Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 10:20AM, 25 APR 03 General Timber Beam Description Member 22 LQuery Values Page 2 11 p110900110966ka1cu la0ons110966.ecw:Calcula M, V, & O @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft . 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 3.90 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in r { Fax (253) 474 -0153 2901 SO. 40th St.. Tacoma, WA 98409 -5697. I'KOJEU 1 :HAY UtVtLNUMtN 1 PLAN 3000 Tolepione (253) 474 -9449 04/22/2003 design Brian Labrecque chk Ed Brown Three Car Garage Option Walls Three Car Garage Option Wall Line G1: Total Wall Length: Lg := 6.5•ft Plate Height: := 8•ft Seismic Tributary Weight: Roof := 16•psf•104ft•23•ft•0.5 Roof = 18401b Wall:= 10•psf• 10•ft•5•ft Wall = 5001b W := Roof + Wall W = 23401b Seismic Force: Check wall section: E — E•W g Lg Overtuming Moment: Dead load resisting: Resisting Moment: Net Uplift: Ig := 6.5• ft OTM := Eg 1g•HW OTM = 2188.11b ft Roof := 16•psf•12.33•ft•1g Roof = 1282.3 Ib Wall := 10 psf Hw Ig Wall = 520 Ib Eg — 42.1 lb ft -t SIeVt k�all=1 -6 Total := Roof + Wall DLR := Total. lg 2 OTM — DLR U lg Total = 1802.3 Ib DLR = 5857.5 Ib ft U = — 564.51b NO HOLDOWN BAY DEVELOPMENT PLAN 3000 4 ■ £ lJ I ov. 4UU• .3L, I dWUIa, VVN yUU4U9 -5b9( Telephone (253) 474 -9449 Far(253) 474 -0153 rKUJtU: I ::JAY UTVELPOMENT PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown Three Car Garage Option Wall Line G2: Total Wall Length: Lg := 1.33 -ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft -0.5 Wall := 10•psf -10• ft-5-ft Plate Height: Ham,:= 8•ft Roof = 1840 lb Wall = 50016 W := Roof + Wall W = 2340 lb Seismic Force: E E• W g Lg Check wall section: lg := 6.5- ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Eg = 205.6 lb ft l Usg at ral i�estc •ilia panel on;wall pier?" OTM := Eg lg•HW OTM = 10693.5 lb ft Roof := l6•psf•12.33•ft•Ig Roof = 1282.3 lb Wall := 10•psf•Hw ig Wall = 520 lb Total := Roof + Wall Total = 1802.3 lb DLR := Total- lg DLR = 5857.5 lb ft 2 U OTM — DLR lg U = 744 lb NO HOLDOWN BAY DEVELOPMENT PLAN 3000 2901,SO. 40th St., Tacoma, WA 98409 -5697 ';alephone (253) 474 -9449 Fax1253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 04/22/2003 design Brian Labrecque chk Ed Brown Three Car Garage Option WaII Line G3: Total Wall Length: Lg := 23 -ft Plate Height: Wind Shear vg W1.10•ft•0.5 Lg Seismic Tributary Weight: Roof :_ .16•psf•23•ft-10- ft-0.5 Wall := 10•psf- 23-ft•5•ft vg= 66.9Ibft-1 Roof = 184016 Wall = 11501b W := Roof + Wall W = 29901b Seismic Force: Check wall section: Eg := Lg Overturning Moment: Dead Toad resisting: E•W Resisting Moment: Net Uplift: lg := 23 -ft HW := 8•ft SeWailype PPM, di e r= x8 P, : Eg = 15.21b ft-t Wind Controls Design OTM := vg. 1g. Hµ, OTM = 12308 lb ft Roof := 16•psf- 2•ft•1g Roof = 7361b Wall := 10•psf•Hw lg Wall = 18401b Total := Roof + Wall DLR := Total - lg 2 OTM — DLR U Ig Total = 2576 Ib DLR = 29624 lb ft U = — 752.91b NO HOLDOW N BAY DEVELOPMENT PLAN 3000 • • ^will s ., s dwma, WA 98409 -5697 +ephone (253) 474 -9449 ' IX (253) 474 -0153 PROJECT :BAY DEVELPOMENT PLAN 3000 Three Car Gara e O tion Wall Line G4: Total Wall Length: Lg := 5.5• ft + 7.5-ft Wind Shear v _ Wt•(10 + 20)•ft•0.5 g .— Lg Seismic Tributary Weight: Roof := 16•psf•51.5•ft•(10 + 20)•ft•0.5 Wall := 10•psf•51.5•ft -5 -ft•2 Floor := 12•psf•51.5•ft•(10 + 20)•ft•0.5 W := Roof + Wall + Floor Seismic Force: E := E• W Lg Check wall section: 1g := 5.5• ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: U Eg = 240.81b ft-t OTM := vg• Ig•H,,, Roof := 16•psf•2.33•ft -Ig Wall := 10•psf•Hwlg•2 Floor:= 12•psf•0.67•ft.Ig Total := Roof + Wall + Floor DLR := Total-- g 2 OTM — DLR lg Plate Height: vg= 3551bft"' Roof = 123601b Wall = 515016 Floor = 92701b W = 267801b 10966 Lateral.mcd 04/22/2003 design Brian Labrecque chk Ed Brown Hw =8•ft .6 4 64,141 a e 14 0;18 ,Ptk Wind Controls Design OTM = 15621.7 Ib ft Roof = 205 lb Wall = 88016 Floor = 44.2 Ib Total = 1129.3 Ib DLR = 3105.51b ft U = 2275.7 Ib SIMPSON HOLDOWN STHD1ORJ BAY DEVELOPMENT PLAN 3000 06 -07 -2005 BOB THOMPSON 425 PONTIUS AV N, #125 SEATTLE WA 98109 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No �,4 -115 13542 43 AV 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 up to 180 days. Extension requests must be in writinii 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 07/10/2005, 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. D04 -154 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 Ora +sU t.1,14ffi 4dis IM • May 13, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bob Thompson 425 Pontius Avenue North, #125 Seattle, Washington 98109 RE: Letter of Incomplete Application # 1 Development Permit Application D04 -154 Crescent Homes — Lot 1 — 13542 43`d Avenue South Dear Bob: This letter is to inform you that your application received at the City of Tukwila Permit Center on May 6, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Jim Dunaway, at 206 431 -3674, if you have questions concerning the following: 1. Please provide structural calculations and truss details. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, 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. Revisions Hurst be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania'Spencer Permit Technician Enclosures File: Permit File No. D04 -154 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 S:J:lai■a.'4....n PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -154 DATE: 05 -13 -04 PROJECT NAME: CRESCENT HOMES - LOT 1 SITE ADDRESS: 13542 43RD AVENUE SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: 04'1°4 Building �Divisl'on C. Fire Prevention ❑ Planning Division Public 6 ra„ gym ,y...ZI ,04 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -18 -04 Complete Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: TUES /THURS RO NG: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06 -15 -04 Approved 0 Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sup.doc 2 -28.02 a0.4m4 UU.YM°44W41k:. .gPINW,P1 "nW PERMIT COORD COPY I'. ' z 1 �~ w JU O 0 N CO 11J J H �u_ w ° 11. Q a I-- w Z Z 0 al Ljj U� O N o I- w w L"O .• w co O~ z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -154 PROJECT NAME: CRESCENT HOMES - LOT 1 SITE ADDRESS: 13542 43RD AVENUE SOUTH DATE: 05 -06 -04 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after/before permit is issued DEPART ENTS: Buil ing 'vision Public Works Fire r�ve�ntio fi�P otfi Ali Plann� Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Not Applicable ❑ Comments: DUE DATE: 05 -11 -04 Permit Center Use Only INCOMPLETE LETTER MAILED: i'73 -1 y LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Isf Fire ❑ Ping ❑ PW ❑ Staff Initials:S TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06 -08 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2.28 -02 PERMIT COORD COPY City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 i4, }qy;'dii:�.j�:;yV • Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11/0 41 Response to Incomplete Letter # ' ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: j) O 4.1 S Project Name: SciV4 V / 54et Project Address: .S'yoz Z. Contact Person: °----PpQb j �, e s o� Phone Number: 42 S"3 - 7S7 5' Summary of Revision: S(..\2 V-L; tkce e C s 4- 7.4e TS 11LT�-�� l Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: WEntered in Permits Plus on y 08/06/03 n�. CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd,, Suite 10o Tukwila, WA 98188 Permit Center /Building Division: 206-431-3670 Public Works Department; 206-433-0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: /04°.(Sq �y� ,r1;,..p 4. y , ,ry� YSYIGI -. �. 4 r'r. r.•; r t I j(N, r(I ti � iCa � 5 1y�I *1 ,ism, iriya.fi.,,.-f �; • 11. •'� n��;�fi�� 1,41 r"1:. ti�� �1;".�y M.:�e,;r S . :,� A.:.a�;,t r •'� %. i;ll � �' - .,'ZL; t +?i�6, i!�. +l;' ,BA:N!, yr .. •!:Z!. 1�;l.•r: �. iy'i•r�-e7 „t Site address (attach map and•legal description showing hydrant location and size of main): 13542 113' Avt S. -7-7.J6 d4,. 2htoi itOWfl>•n i 4- �r �'.' �rc1.TN'�t�/f,�,µ�� !lf . r1 Name:. Cy Address: 412.5- Vo h ,h•(4 1 Ayt N Phone: So.,.H IAL w YE/of eSCivi t -40■4-oteJ • I T- e Ld 7 / 00O • n1' %; r�'.iiI�,YN�Irf,i.S..,,�.��MiS; K.C�:•,�,1.; Y• I ,i1�rjYll'��vj! Name: rib - 1-∎%0, sou) Address: (42s- F� f - G 5't�*e SQ H 9 Phone: 253, 5,`S. 757j Z06- 32$-'1.45-4 This certificate Is for the purposes of: ait, Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Preliminary Plat Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is ❑ Short Subdivision ❑ Other ,. 3/V ft, Area is served by (Water Utility District): Waacv ^D►Sti 11125. Owner /Agent Sigrflture ,7 N r r y ' 5 t�1" e1,� Bt{Iaf �t¢l1ilo�c'{ a,I' i a . i P�tk rrfli�11 1. The proposed project is within "1-67. kAA ` t Q. 2. [2-6o improvements required. Date 4/71/0Y 'Art! iik. ;r ".ul ii' Ycy'' p�f( .�;�i.-r�y:��,.(;;��.,{�;,l„:f,(� J, Plrk1. ,I; .'YV.i 114f�••� (City /County) 3. The improvements required to ypgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project beforo connection and to meet the State cross connection control requirements: (Use separate sheet it more mom la needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 6 z -o gpm at 20 psi residual for a duration of 2 hours at a velocity of /FO. Z. fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements In Item B -2 are System is not capable of providing service to this project. c met. /(, �/� aTik�,��q AYO6' 004 pFRMiT�,FNr�R I hereby certify that the above information Is true and correct. C, ec.. l S7 t J zs� Agency /Phone 106 - 2 z 95-%7 This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." ::t.x:,�..,Y' -; rt..i (�!rt/st f'A+•' (eve FF?rss`v•=7 2/-z -dam Date ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate "). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City oP j(td, Ic. "City "). This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, express or implied, that the applicant will be able to obtain the necessary permits, approvals, and authorizations from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signature • District Representative • Date Date 55 er/C; 4( fi /64113'ggeto Mgy0620o 4 PEN*r CFNre R RAVFIA ati.K srs�z�u�3 14816 Military Road South P.O. Box 550 Tukwila, WA 98168 , Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: a Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Viii Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: CA- c,sev\- - k Asz_ Phone :053) 5.&,,6 _. 75-ii Property Address or Approximate Location: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): L -, + I c—C i u_ h_._,'‘ \ c:. SP # 4.O 1 -O 53 Part B: (To Be Completed by Sewer Agency) Cr-, 1. a. Sewer Service will be provided by side sewer connection only to an existing size sewer Cwx feeKr ee 4he site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or e-4 -fo ❑ (3) other (describe): /y/4), `nv,,, 0 pF 00 RMiTC 2 -r *-„ 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. fa. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. �= 4. Service is subject to the following: PERMIT: $ oU a. District Connection Charges due prior to connection: GFC: $ P2) 4- SFC: $ ) q00 e�? UNIT: $ TOTAL: $ ?S� (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ May be Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from t = date of sig By *ate 0:) w7 Title Dateil oR/o4 D•4- tsq ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4'. If the District or the applicant must extend the-District's sewer system to provide sewer service to the Property,, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and /or regulations in effect at the time of such application. 1 acknowledge that 1 have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. l ci4/10,/ Applicant's Si 1 ture Date 8953910011270798.01 15SY60] l.DOC (1/26/04) -1- LICENSE DETAIL INFORMATION Form . Page 1 of 2 STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration# or License BAYDEC *022MB Name BAY DEVELOPMENT CORPORATION Address 425 PONTIUS AVE N #125 Address City SEATTLE State WA Zip 98109 Phone Number 2063236656 Effective Date 7/2/1998 Expiration Date 7/2/2004 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UNUSED UBI Number 601851623 'VIEW *VIEW CROSS REFERENCE FILE FOR THIS LICENSE* * * * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * * "VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * * * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * * * VIEW CONTRACTOR INSURANCE INFORMATION * * * New inquiry by CITY , NAME , PRINCIPAL OWNER NAME , LICENSE , UBI NUMBER , check the L &contractor Industrial Insurance Premium Status or return to the L &I Construction Compliance Home Page https://wws2.wa.gov/lni/bbip/TF2Form.asp?License—BAYDEC*022MB 06/14/2004 RECEIVED PUBLIC WORKS These plans have been reviewed by the Public Works Deparunent for conformance with current City • standards. Acceptance is sueca to errors and omissions which do not authorize violations of • adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revision to these drawings after this date will void ".this acceptance and will require a resubmitta1 of. revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities' inspector. Date: By:. location of existing utilities existing asphalt driveways geotechnical buffer 1 ' INSUL AT ION I. FRESH AIR INLET DUCT SHALT. COMPLY WITH THE FOLLOWING: A. CEILINGS • R - (VAULT R -30) b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE 1. CEILINGS TO HA BAFFLES MAiNTAININ5 i" MININUM RETURN AIR STREAM 4 FT UPSTREAM OF THE FURN. BLOWER. G. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. AIRSPACE ABO INSULATION 'd• BE PROTECTED FROM THE ENTRY OF INSECTS, LE•.• 1ES AND 2. 15AFFLES AiRE TO EXTEND 6" ABOVE GATT INSULATION OTHER MATERIAL. 3. BAFFLES ARE TO EXTEND 12" ABO B_OIUN �. NOT TO RECEI FRE AIR FROM THE FOLLOWING AREA- INSULATION. 1. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET UNLE55 15. N= 11114LLS a 2xb A - THE vENT OUTLET 16 THREE FEET AVOE TkE FRESH AIR INLET. I. ALL EXTERIOR WALL CAVITIES INCLUDING CAVITIES 2. WHERE IT WILL 'PICK UFO 05JECTIONA5LE ODORS, FUMES, ISOLATED DURING FRAMING MUST 5E FILLED WiTH OR FL AMMABL E VAPORS. UNCOMPRESSED INSULATION. 3. ,A HAZARDOUS OR UNSANiT.ARY LOCATION. 3. FACED BATTS ARE LAPPED AND ARE TO BE STAPLED TO 4. A ROOM OR SPACE HAVING! FUEL BURNING APPLIANCE5. FACE OF STUDS. UNFACED SATT5 ARE 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING TO BE FRICTION FIT WITH 4 MIL, VISQUEEN STAPLED TO DRAI SYSTEM UNL ESS THE VENT OPENING! 15 AT LEAST F*: C:E CF STUDS OR P.41NT WITH C-RY CUP THREE FEET ,ABC rE THE FRESH ,!4irc' INLET. PER RATE OF 1 MAX i'"1AY BE SUBSTITUTED FOR 4 "IL 6. ATTICS, CRAWL. SPACES O GARAGES. VISQUEEN. CEI LING VAUL �' 30 4. INSULATE BEHIND TUB /SHOWER, PARTITIONS AND CORNERS 2. THE INLET DUCT SHALL - BE EQUIPPED WiTH I OF THE FOLLOWING: C. FLOORS • R -30 a. THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORiZED 1. UNDERFLOOR INSULATION 15 SUPPORTED B LATH, TWINE DAMPER CONNECTED TO THE AUTOMATIC VENTILATION OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR C=LUE CONTROL TIMERt Tom. BE U5ED ON SULK FLG�CRa. Ta A T M EE T E SURED b. A FIXED DAMPER INS TALL ED A 5E TO EE ME A SURED 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER'. THAN 24" FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR 15ELOW FINISHED GRADE ARE TO BE INSULATED WiT" R -IPA AN AUTOMATIC FLOW REGULATIONG DEVICE WITH FIELD EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM MEASURED MiNIMUM NEGATIVE PRESSURE OF 0.1 INCHES T FOUND, ION FOUNDAT iON WA LL 0R DOWN TO THE TOf= OF THE W..ATER GAUG r;T THE POiNT W11 THE CUT3IDE •SIR DUCT FOOTING. 15 CONNECTED TO THE RETURN AiIR PLENUM. MOISTURE CONTROL THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE - - COMPLIANCE WITH VI AQC SECTION 303.1.2 E BY ON SITE FLOW 1. N/A TESTING OR OTHER APPROvED MEANS. DEMONSTRATION OF 2- CRAWL SPACE MUST H AVE 6 MiL SLACK VI SQUEEN GROUND COM SHALL BE i'"1ADE AVAILABLE FOR THE INSPECTOR COVER. AT THE FINAL INSPECTION. 3. EXTERIOR DOORS AND WiNDOWS ARE TO BE CAULKED AND JOB TYPE NEW CONSTRUCTION uJEATHERSTRiPPED. OCCUPANCY: 5 i NC�L E FAMILY 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER �o INCH WOOD5TOVE5 3006 50. FT. X 20 BTU /HR = X00,120 15ATHROOMS KITCHENS iNTERNITTENTL7* OPERATING ✓`C CFM 1CC CFM CONTINUOUS OPERATION ?0 CFM 25 CFM ..... -- TAl 3 =2 VENTILATION RATES FOR ALL GROUP R OCCUPA FOUR STO AND LESS@ MINIMUM AND MAXIMUi''1 VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) W=L., f IN UN(L - L ND I I^NEC� rLJL L: Ca - ham 5. ALL PLUMBING, ELECTRICAL AND HVAG PENETRATIONS IN �-- ' FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED C �M'4TE ONE i � '` FOR RESIDENCES THAT EXCEED 8 BEDROOh'i5, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL ro. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON 15 CFM PER BEDROOM. THE MAXIMUM CFM iS EQUAL TO 1.5 TIMES THE MINIMUM. U -VALUE .40 EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE Ir30X OR EQUIPPED WITH ►1-` FACE PLATE GASKET. DOORS U - VALUE .2 TOAD0 E 0' ' I. SOLE PLATE 15 CAULKED OR GLUED TO 5UBFL00R. CE ILING WITH ATT iC5 R +PRESCRIPTIVE EXHAUST DUCT SIZING! -- 8. r,4ULK'SEAL. 811"1 JG'iS BETWEEN STORIES CEI LING VAUL �' 30 e. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND MINIMIM SMOOTH DIAMETER DISCUSS WITH YOUR BUILDiWs DEPARTMENT IN5P. ABOVE GRADE WALLS R -21 FURNA�"E ,AND UJr TES? 1- 4E�^ INS BELOW '.A DE UJ,�,LLS INTERIOR', R Aim 1 I. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE BELOW GR AC)E WALLS EXTERIOR R - 10 MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE FLOORS R- 30 TO BE SEALED WITH MATERIALS LISTED AND LABELED AS i 5 INCH C0MPLYING WITH UL 1814 OR UL, 1818. S LABS R-10 . 2. IN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE 3 . TO BE INSULATED TO R -3. P 'E5CRIF'TIVE HEATING SYSTEi"I' SIZING FED? 3 WATER'. HEATER STORAG TANK 70 BE LABELED A W46" -E' I NCa l ON 5 I A 11 = F_NL GOD �-. 2 00 i �_- D I H !MEETiNG THE 1981 NATiONAL APPLiANCE ENERGY' - 3 CONSEIRVATiON ACT. 4 INCH ( 2) 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY 4 INCH ON CON C=RETE 5LA156 BUT INS TEAD SHAL 5E F ���. AND � OR MAX. TOT OF BEDR OOMS �EDR ( 4 ) WITH AN R -10 1=40 BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW 5 INCH RESTf.'!rT^.R'S T^ L ►I"!1T HOT tsJr =TER D!�SCNARCE T^ -;^ -r G --- E �E �T S� ..� � EM .�i �.. 2.5 GPM. �o INCH WOOD5TOVE5 3006 50. FT. X 20 BTU /HR = X00,120 5TU OR LE55 100 TABLE 3 -1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS fAN TESTED CR`1 AT 029" WCs. MINiMIJ"I FLEX 0 1Af" 1ETEPt MAXIMUM LENGTH FEET MINIMIM SMOOTH DIAMETER MAXIMUM LENGTH f FEET r MAXIMUM IELMOWS (I) 50 4 INCH 25 4 INCH 10 3 50 5 INCH 90 5 INCH 100 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT - 3 80 4 INCH ( 2) NA 4 INCH 20 3 00 5 INCH 15 5 INCH 100 3 80 �o INCH 90 ro INCH " NO LIMIT 3 100 5 INCH NA 5 INCH i 50 3 100 to INCH 45 ro INCH NO LIMiT I ' 3 125 to INCH 15 ro INCH NO LiMiT 3 125 1 INCH 10 1 INCH NO LIMIT 3 I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF TH15 SIZE. D,4MPER. GOMBU5T10N AIR MUST ORICsiNATE BELOW THE FIREBOX. #%.� A . i i i A i- t I I r^ r rf%C © �% 401IL I grv!n A 0% or 4 1. UlCC'D-5T0 ,/E5 RE Ty H:.:, /E +'JCsHT Fi771N5 CsL. =, 5 4 ME TAL DOORS. ALL HEATING 5YSTE SHALL. BE DE SI GN ED AND INS TALLED 2. WOOD 5TOVES ARE TO HAVE OUTSIDE COi"1BUSTION AiR IN 4CCORDANGE WITH UNIFORI i 13UIL.DiNG CODE SECTION 310.11 DUCTED TO FIREBOX. (MIN. ro SQ. IN. NET FREE VENT AREA..' C01"15U5TION AIR DUCT r1U5T eE EQUIPPED WITH AN ACCE5515LE HE Al INC3 5 "T' 5 EM : 3 UJCOC�5TOVE5 i"iU5T ESE W45HiNCsTC^ 5 i ATE GERTIFIEU. I I,�- �i��T",� -�L.• I USG r "i` VVIN 1 r%AA%.O 1 Vi< Pi Fc:�E I= L ACES V Af='OR RE TARD E R5 : 1. FIREPLACES ARE TO HAVE TiCsHTLY FITTING GLASS OR M ET A L DOORS OR EQUIPPED WiTH A FLUE DRAFT INDUCT ION FAN. 2. FIREPLACE5 ARE TO HAVE OUTSIDE COi"iBUSTION AIR DUCTED TO FIREBOX. (MIN. ro 5Q. IN. NET FREE VENT AREA.) COMBUSTION A DUCT MUST BE EQU WITH AN ACr E5SIMLI DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR AUTOMATIC CONTROLS. DOOR U -VALUE = 0.20 1. EXTERIOR SWiNGI DOORS IN HEATED SPACE WiTH MAXiMUrl U -VALUE OF 0.20, GENEfRAL FROV 15IONS I. A LL STRUr`TuR, :L SCFTILLC `D PL `'U_�ODr, I~''A*RT' GLE - EC ARD , WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED " E XPOSURE I 2. REr.E55ED LKSH' ARE '.C. RATED- DOUELE WALL G4N L iGHTS. PiRESGRiPT;'v- DESIGN REQUiREME FOR INTERMITTENTLY t1NTEGIRATED FORCED AiR VENTILATION 5Y57EM5 FOR RESIDENCE5 FOUR 5TORIE5 OR LESS MAY COMPLY UMTH V.I.A.Q.C. SECTION 303 AS INDICATED BELOW. RESIDENCES DESIGNED TO COMPLY WATH WITH SECTION 302 SHALL 5UBMIT CALCULATIONS FOR REVIEW AND PER SECTION W2.11 SYSTEM CI.1AR- ''ER'ST'r'S NOT IDENTPIED BELOW AND CONTMNUOUSL`►' OPERATED SYSTEMS SHALL Y WITH SECTION 302. A. SOURCZ SPECIFIC VENTIL REQUiREMEN I. EXHAAT FAN REQU iREMENTS : a. BAT145, LAUNDRIE5,4 POWDER5- -50 CP"l * 0.25" W.G. b. KITCHENS-00 CMF 0 0.25" W.G. RANGE HOODS AND DOWN C-Ro4FT R"NGE5 Mo" BE R, :TED ,;T i ©+JGFI"i �,T .10 W.G. 2. EXH AUST DUCT REQUIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. In. BE EQUIPPED WiTH A BACKDRAFT D AM PER c. TERMINATE OUTSIDE THE BUILDIW -2. d. COMPLY UXT14 TABLE 3 - 3. a. SHALL c TEWINATE NO CLOSER THAN 3' FROM 1 OPENABLE Dpi SRS �: R U INDOW5. B. WHOLE HOUSE VENTILATION 1REQUiiREMENT. OUTDOOR AiR S HA LL. BE SUPPLIED TO ALL HABITAB_.E ROOO'''IS THROlX3N THE FOIRS - ED AIR HE d ?iNe S"T - STEM USING THE FOLLOWING METHOD. Iwo FLOOR EXTERIOR TIC= F'Ll'UJOOD UJ,^tLl.S 4- 1"IILL P :LY QR P' ✓� PRIMER CEILINGS 4 MILL fi=OLY OR PvA PRIMER NOT FREQ'ID AT CEILING IF 12" OF AIR SPACE pRovil-DED /4E30vE iNSULATION. VENTILAT SYSTEM SIZ FER T 3 -2 O F T44E 2000 V .I.A.Q.G. PRESCRIPTIVE S OURCE SPECIFIC EXHAUST VENTILATION PER l/.I.A.Q.G. SECTION 3033 LOCATION MIN. MANUFACTURE MODEL CFM- .25UJCs BONES -- � AST PERMIT REQ UIRED FA l i mEa lpmIC AL ELE CWrRI CAL .a/ P LVM8114G L [� G AS pIp1NG CITY OF TLIKWILA 13U1LDING DIVISION KITCHEN - -- - I00 CFM WHIRLPOOL. IIC DWOX 100 CFM DER RM. 50 CFM DROAN aw 84 CFM LAUNDRY RM. 50 CFM IMAN S9O 84 CFM MST. BATH .50 c7m OMAN aw 84 CFM PERSCRIPTI YE WHOLE HOU6E EXHAUST VENTILATION 5'1 PER v'.I ,,4,Q.C. 5E CT I ON 303.4 8 LCc."'TION M�NUF�CTURE MAX. MODEL CF M - "25 uJG BONES UF"ER ISATW KANALFLAKT / FANTECH FX 4XL 130 C.FM 1.4 suPF=LY VENt ! L At i ON 5�y INTE RS R,4TED 5Y5TE1" 1 WITH FRE 5H AI INTRODUCED INTO RETURN- AIR DUCT WiTH 1" 1 0 7 1'ORIZED DA" PER. hcc yco -�cG, , .cs . spas x phz cb n� c o . �� 1 �6�6�i� Tf:.:�VALcon GF W� y���tR�Pfi' :� A BUIlD1N0 1)(Vis; 1S. wall FLOOR ISED�s AREA, FT2 2 OR LESS 3 4 Is b 1 8 MIN. MAX. MIN. MAX. 1" K MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIK MAX. iC-5 14C 21O 501 -1000 55 83 10 105 85 128 100 150 115 113 130 195 145 21a 1001 -1500 ro0 90 '15 113 90 135 105 158 120 180 135 203 150 225 1501 -2000 ro5 °3 80 120 95 143 110 185 125 188 140 210 155 233 2001 -2500 10 105 05 128 100 150 115 113 130 195 145 1 218 160 240 2501 - 3000 Z5 113 90 135 105 158 120 180 135 203 150 225 165 248 3001 - 3500 80 120 95 143 125 188 140 210 -155 233 110 255 115 113 3501- 95 12 S. 100 150 I30 195 145 218 160 2 40 115 d2 4001- 95 143 110 165 125 188 140 210 155 233 '110 255 185 21 8 5001 -6000 105 158 120 180 135 203 150 225 165 248 180 210 195 293 6001 - 1000 115 113 130 195 145 218 160 240 115 263 190 285 205 308 '1001 - 8000 125 tbb 140 210 155 233 110 255 185 218 200 300 215 323 8001 - 9000 135 203 150 225 165 248 180 210 195 293 210 315 225 338 GREATER THAN 9000 145 218 160 240 115 263 190 285 205 308 220 330 235 353 of do a Receiveo rm OF r1,Kw11 a MAY p g 2004 P ST C£N7ER V �e 4J ui � ^ fir i11 1 01 A� N 0 M 491d m Ul n o C I O D X0 9 U1 n 0 u Ul LU w O � w LU w d Q � �- z (L d z W d F .� Ito: EGI SHEET OF i " I D I .. 4 4 low • rI".�''r�S'= '•/Mll�w•; tic.^..- IOM�N ..�lll�a/�1IIM�• "iJ.ri'•t� ., a , ..f 'w�... .... .9 Zi B� FILE COPY i understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. A FOR CONC. STOOP. 4xrr POST AT II BEAM SPLICE I8' MIN. CLEARANCE UNDER PAD FLOOR BLACK VAPOR BARRER OVER 3ro ENT IRE CRAWL SPACE 1 3/4" L POST AT BEAM SPLICE (2) 4x4 PAST J LEGEND SHEET "51" SEE ISTRAP L GEND, SWET "61" 101 METAL FLASHING: S1.2 BETWEEN RIM 4 CONC. PORCH PROVIDE MIN THK PLATE t WASHERS ON EA - H SILL BOLT Nk 4x4 POST ON IS XIS x IO THK. �z ' I 13181 CONC. PAD/ (2) 4 BARS EW 1366 SQ. FT. AREA" 9.11 SQ. FT. REQUIRED TYP. VENT 2"A4" x.15 = .51 SQ. FT. PER VENT" VENTS REQUIRED 9.11 ' 1 - 11* USE MIN. OF IS VENTS 6� MIL. BL.rr,CK Vr,FOR 15ARRIER OVER ENTIRE CfEAWL AREA. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. SOLID BLOCKINCO`/ER SUPPORTS. ALL FTGS. TO BEAR ON UNDISTERBED SOIL MIN. 2000 hos. P.SF_ • FOUNDATION STEEL_ PER ENGINEERING • 4xro POSTS TYP. 6 BEAM SPLICES. • ALL BEAMS TO BE 4x10 D.F. "2 UNLESS RIOTED OTHERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENaINEERIN 4 CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDINCs 4" GONG. SL HE3 - SLOPE � --- ---�:. 3" TOWARDS O.H. DOORS. _ OPT. BRICK S12 LOWER 3" +FRONT GARAGE 2 BAY ONLY. Of a ll GONTINUOUS FOOTING RAISE CONC. STEM WALL TO coNCRFTE SLAB S RAISE CONC. STEM WALL TO 4x4 POST ON 30 "X30 "x12" THK. RECE IVED MAY 0 6 2Q04 O ( 4x4 POST ON 36 X3� xI2 THK. PE�`M + T CEN TER CONC. FAD/ (4) 4 BARS EW 3�0 � FILE NO: 1 5 - Ig2 SHEET 1 OF - . -�„'.. .. or r •�Mlrm+r�raM+�..c-'r. tee .,.. —+ w .� . 7..I^ s=ir) c l sp _ 1nIATg a IA" n r TYPO lu-4 0 z A �� b � d. u �3r o e% •- .. i I I 1 I I t 1 I I i I I I 1 I i I I I I I I I I I I I I I I I I i I I I I I I 1 I I i i I i 1 I I I I i i I x SEE ARWALL LEGEND, SHEET "SI" SEE STRAP L , SWEET "SI" Nli�� MAIN FLOOR FE 1/411 c 1 1 mo ll :AMINO PL t4N OPT. F/P t 1 dh 4 r � A i w i A i 1 t i i l 1 ' i s � t 1 � s f dW 9 �S ��IDNN NOTE: lea 1/2" X 20 1/2" FRAME-OUT FOR FURNACE 18" X '2.4" FR 4M - OUT FOR CRP- ACCE 55. • ALL FLOOR JOI5T5 TO BE 2 XIO H F. 0 2 FLOOR JOISTS 0 16" OC. UNLESS NOTED • ALL FLOOR J0I5T TO BE BLOCKED * BEARlWj. • SEE FNDN. PLAN FOR BEAM SIZES. • r ri R..+r,;•i� �..�a!YI'i�"TA}'� w/• ►v{I Ji1.M� r'�'il'. ���'�� • 1� uie�e O z � z w � O � � QC ul O n � z d IL W riTlRniir"ED JK J K 1.4 � Maros PERMIT ceNiE FILE NO: 5792 q4o 0 LLJL 0 2 w c`+ I SWEET 1we I ' I • ,1 r•,�,p. - Y.: +M '.�•► .... .. _..+yy.,rw.v�...i •�. �eA .��.>o� ..�.r•rsw - �rYA.a^+'+'. �wl�..r +. . ��� :w..+e- A..r s^�e1�r�_.+M� c� ail '*1111� 114 11 =1 1= 0 11 10 3• ��� I/4" I -8 3/4 C1 of - rd , ENO sv� AS All fir a i J , • ALL BM5. HDRS. TO BE 4x10 Cpl UNLESS NOTED OTHERWISE. • TYP. F_ TO BE TYP. e. TO BE 8'- W" al • SOLID BLOCKING OVER SUPPORTS. • FIRE 5LOCK ALL FL.UM51NG PENETRATIONS. • TOP OF WINDOWS 0 6' -10" ABOVE MAIN FLR. UNLE55 NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 16" O.C. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED w/ BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORACSE AND SPACES UNDER STAIRCASE TO BE FIN I SHELF w.' S '8" TYPE "X" G.W.L _ • HANDRAIL v 34" • 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • 0 DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2xro AT ro" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • m DENOTES DBL. C RIPPLE 0 HEADERS OVER ro' -0" LONG. (TYP.) • DOOR BETWEEN HOUSE 4 GARAGE TO BE SOLID CORE w /SELF C LOSING DOOR. , • 5/8" TYPE "X" G.W.B. ON HOUSE /GARAGE COMMON WALLS, CEILINGS, POSTS 4 BEAMS. • 5/8" TY 'X' G.W.B. UNDER STAIRS. • 2x8 BL.00K - 51" FOR THERMOSTAT. • ` /ENT ALL F-4NS 'RYER EXHAUST T^ OUT501DE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE I`''iUST SE i1%^.TIFIED UJI TH ANT Vp.'41RI'::�TION5 BEFORE PROCEEDING. H •T ELEI'''iENTS TO P E i8" ,HBO v E CONCRETE 61061 �. OUTSIDE AIR DUCT 18 x 24" CRAWL SPACE ACCESS 22" X 32" ATTIC ACCESS O- CLEARANCE METAL FIREPLACE, INSTALL PER MANUFACTURE R5 5PEC., PREFAB. F.P. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROVIDE ro" OUTSIDE AIR, HEARTH PER GARAG=E SLAB DROP OF MORE THAN 30" FROM MAIN FLOG TO GARAGE SLAB, RE VISE GARAGE DOOR HEIGHT FROM 1 1 — C 1 T;.^ E. 1 • C11 dl MAIN FLOOR = 1362 50. FT. UPPER FLOOR = 1644 50. FT. Ul i r >, r I w o dl*> 10 � � N W e�� O ��Q H Z Z O � O O Lu LL z onj (L m � u Ory EIVEO � MAY '1,K�v�I< s ?004 PERMI CEryiER T^T.4 L GARAGE 3006 5ti^. FT. 463 50 FT. FILE NO& 5191 SHEET (OF .. �.. n ,,. .. .. _ ..,. _. __ '�....._ �_ _ .�..�..._� -- .�.._.._. _ _ _. »_ -.` "_. r .. ... ... _...._ .. _....�._.,..�.._. .. .- - - , ,, . �� . .- '1�i - fwr��s: �+ �M�. ni••. w�..�r►.r•^s.�.•�O�M'+^�»�w.�.+ �a- ..,w�►s.yrr. •+.�.►1�..�.... «.•�•!rr ROOF PE IG Aft a A �� . • r►is a• ow. soft "I w w w 1/16" 068 TYP. WALL 6HEATHIWs 2x4 CONT. LEDGER W/ (2 ) I60 EA S 1/16" 0513 ROOF SHE AT H ING w/ 8d +o ro " O .C. ON 2 xfo +� 24 O.C. N -I CLIP EA. Z�` rE AT 8' -1 I/ BUST FOR PP AGE CONDITION :TER TO CJ. ,JQNUS I. . 2 16" O.C. PL AN --� _Z SLAB GAfRACaE C.L.B. DETAIL f I � aDJusr e TO GLEA RE: DET< i� L 1 L f 1 t Gl i U _g2 s t t. i { FILE NO* 1 5192 X SEE % / Fm F. . ,I .1 'o . ammv 11 � 'w .am "M . ! • —1 — mww- 4—^ —. J SHEET UPPE FL OOR r=R f ♦ '.. .w. ... .'J' •.! '. . _ ° 'mow .. .. . ... � Z � u, -t r ��d) C4 -J # No m14 'y w m W eee UL ro Z d z � w O � O Q O � � w U ry1 R ENE W TI /Hµryl9 MAY g I004 ��T ENiER c)F V I .. � • • .+� irt'SL1N► s!ea+.►' -... w - �,, •�f+r. �►w�'•Ni• ^.,•.+/M'i ..►- "R ...'b."Rudr"'C ^ i...�fw.� -.. . tiMwAn -rM.'r !q.Irafr .raw. Wrir�M�'N^ ��•r• • - ..., 3 41 , 011 t i 1 i ' a 0 'Q 4 1 u, 4 w� NWN 1 c�1 0 LA swom • FIREBLOCK BETWEEN STUDS. ' LIMIT SHOWER FLOW TO 2.5 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET_ P • ALL GLAZING INCLUDIWx WINDOWS WITHIN 70" OF DRAIN INLET TO BE SAFETY GLASS. • A VAPOR 5ARRIER SHOULD NOT BE INSTALLED BEHIND WATERPROOF G. W.B. AT TUBS AND SHOWERS PER NO m- • ALL BMS. I HDRS. TO BE 4x8 CX UNLESS mot' r spimpm r �. • I I i 2' • 5 1/2" 10' - 8 1 /� " 9' - 10" - - 40 3� XO T8G 80 0 X a I I" 8 T. JB VB36 JVOI! � VB36 SHELVES - T_ 4 ill TOE REG .� �. j 2 tl&A= MAN, tW ZIMS2= r m O L vINYL iil CARPET 1' �" (3) 2x6 - - T.B. ON 30" T.B. 4 v� _C U- tX DOOR r42" AF F. 2 N Q > VAULT EL " A t T 1. FA Q OWE VL ( 3 ) 2x6 IL 1 I d) FAN -' v.T.O.e `) m M I ' u�i ' �1" J � 2 gtP X � 2 8 0 rol-0 1/211 21- _ Q � OPTIONAL DOORS d) m� Q 2'-5 1/2 ► _ I.1 �� n/All �� lo ll i� CARPET . 1/2 WALL mom Emm, I Emm 51- 9 112 m 2' -ro" � SHAFT 5 B.P. q t� Q r- rll t� i LLB 'cA �l QL TO 4 f Q A :3! , � N d1 cA � 3 X �4 iL n v I � Q d1 � L � A 15'- & 1/2" --'Ap - "p (3) 2x �I �I I !3)3'�15 SH rn (D S.D. 2� 4 1/2 (3 ) 2x6 " _ & -6" HDR. .1111111110 .. 2m2T FIX 2�2f FIX 5 1/2" 2 1 - 2 11 2 ,_ 2 11 (2) 2xfb x U- cv � n . SITTWM CARPET M (2) 2xh i� ku r ------ - - - - -2 x- OPT. D.V. GAS F/P dD - 1 1 1 16 = =J III i L - -- --- - - ---� CARPET n M �t u sa� (3) 2X6 D �( 2) 3�1Ee SH ro' -2 3/4" t0' -2 3/4" tu acq0 d era z z w . O � � O a u W ^TRnFE CEO IH 4 MAY p 20p4 PEkW-rCE )E!t NOTED OTHERWISE. • TYP. P_ TO BEE V-11 I/8" . SOLID BLOCKIWG OVER SUPPORTS. + FIRE BLOCK ALL PLUMBING PENETRATIONS. • TOP OF WINDOWS 0 W - 10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2xb a loo" O.C. UNLE55 NOTED OTHERWISE. + SMOKE DETECTORS TO BE HOT WIRED 4 INTERCONNECTED w/ BACKUP"' BATTERY TYPICAL. + SMOKE ALARMS TO ME AUDIBLE IN ALL BEDROOMS. + ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8 TY PE- X G.W.B. *HANDRAIL is 34" - 38" ABOVE TREAD NOSIWG. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • E DENOTES SOLID 5EAR1Wx UNDER CONCENTRATED LOADS USE C2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERIWS CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY vARIATIONS BEFORE PROCEEDING. (DSMOKE DETECTORS TYPICAL IN ALL BEDROOMS 22" X 30" ATTIC ACCESS �3 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE SEE ROOF PLAN). HIGH /LOW RETURN AIR 14 112" x 14 1/211 3" DOWN FROM CEIL IWG OR 1 1/2" OFF FLOOR OPTIONAL 2x4 SKYLIGHT IN 2'xb' SHAFT STD. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' - 6 " FROM TUB WALL (./ VENT OPTIONAL FIREPLACE WITH 1" D IA ALUMfNUI" i FLEX PIPE. SHIELD FLEX FROM INSULATION BLOW-IN WITH SECTION OF 10" SINGLE WALL PIPE AROUND FLEX AND FASTEN TO TRUSSES x SEE � L .+ I I �x FILE NOO 1 5192 ''� LOMOND SMET "SI" 5 5 XO _ 5 5 OX R I UFFE R FLOOR AT E LE �'. 'e' 114 =1' - 0" �r `ice' � M�'d�M - �1�Jr , = 'tsa'�9r i"���� M �ii�Yr� ►r a" ��'� .'rMiTi�Yl�..�MA�'' �w X U J X — — ____ ---- — V.T. 4. M Cpl Q - N � V 2 �U ,^ Q B.P. b ' 10 -2 1/2 11 �� • 1 �11 p FURNACE/WH OPEN TO FLUE v ENTRY [BELOW 3 X61 CARPET q �! l9 �4 iL n v I � Q d1 � L � A 15'- & 1/2" --'Ap - "p (3) 2x �I �I I !3)3'�15 SH rn (D S.D. 2� 4 1/2 (3 ) 2x6 " _ & -6" HDR. .1111111110 .. 2m2T FIX 2�2f FIX 5 1/2" 2 1 - 2 11 2 ,_ 2 11 (2) 2xfb x U- cv � n . SITTWM CARPET M (2) 2xh i� ku r ------ - - - - -2 x- OPT. D.V. GAS F/P dD - 1 1 1 16 = =J III i L - -- --- - - ---� CARPET n M �t u sa� (3) 2X6 D �( 2) 3�1Ee SH ro' -2 3/4" t0' -2 3/4" tu acq0 d era z z w . O � � O a u W ^TRnFE CEO IH 4 MAY p 20p4 PEkW-rCE )E!t NOTED OTHERWISE. • TYP. P_ TO BEE V-11 I/8" . SOLID BLOCKIWG OVER SUPPORTS. + FIRE BLOCK ALL PLUMBING PENETRATIONS. • TOP OF WINDOWS 0 W - 10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2xb a loo" O.C. UNLE55 NOTED OTHERWISE. + SMOKE DETECTORS TO BE HOT WIRED 4 INTERCONNECTED w/ BACKUP"' BATTERY TYPICAL. + SMOKE ALARMS TO ME AUDIBLE IN ALL BEDROOMS. + ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8 TY PE- X G.W.B. *HANDRAIL is 34" - 38" ABOVE TREAD NOSIWG. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • E DENOTES SOLID 5EAR1Wx UNDER CONCENTRATED LOADS USE C2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERIWS CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY vARIATIONS BEFORE PROCEEDING. (DSMOKE DETECTORS TYPICAL IN ALL BEDROOMS 22" X 30" ATTIC ACCESS �3 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE SEE ROOF PLAN). HIGH /LOW RETURN AIR 14 112" x 14 1/211 3" DOWN FROM CEIL IWG OR 1 1/2" OFF FLOOR OPTIONAL 2x4 SKYLIGHT IN 2'xb' SHAFT STD. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' - 6 " FROM TUB WALL (./ VENT OPTIONAL FIREPLACE WITH 1" D IA ALUMfNUI" i FLEX PIPE. SHIELD FLEX FROM INSULATION BLOW-IN WITH SECTION OF 10" SINGLE WALL PIPE AROUND FLEX AND FASTEN TO TRUSSES x SEE � L .+ I I �x FILE NOO 1 5192 ''� LOMOND SMET "SI" 5 5 XO _ 5 5 OX R I UFFE R FLOOR AT E LE �'. 'e' 114 =1' - 0" �r `ice' � M�'d�M - �1�Jr , = 'tsa'�9r i"���� M �ii�Yr� ►r a" ��'� .'rMiTi�Yl�..�MA�'' �w X U J X Z M Cpl Q ~ J Q �t I� 1 1� I� 1 I I� I� I� i I I� I� 1 I� I� > > I I� I� 1 i I� 1 I� t� � LL o.s. x SEE :fHEAMIA L ADO , SHEET "SI" STRAP LEGEND, SHEET 0 81" 2X4 RAFTERS W/ 2X4 CEILING JOISTS *24 "O.0 wlu w u � ROOF= FRAMING PLAN '4' 114 21,00 12". TYP BARDGE * EVERY EAVE BLOCK TO BE VENTED « EACN AF -50 ROOF VENT it ( WX5 0 . 50. IN) _ ,?115F. 144 �. VENTILATION= A (SF.) p 5F REO'D (300) „ GABLE VENTS (TOTAL Sa IN.) (0.15) " 5F (144) ,ATTIC VENTILATION RECUIRED LOCATION GROSS AREA (SF) (A /300) MIN. REQ'D. VENT (SF) (AX300)12 50 % REQ'D AT EAVE (AX300) 12 50 % REQ'D 36" AB SAVE HOUSE ROOF 1191 SF. r2.91 SF. 2.99 S.F. 2.99 S.F. PORCH ROOF 112 SF. 0.3 SF. 0.19 S.F. 0.19 S.F. LOWER GAR 40 SF. 0.13 SF. 0.015.F. 0.015F. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50% OF REOV) TYPE VENT ROOF VENTS AT .211 SF. EA GABLE VENTS 159 EFFICIENT PROVIDED HOUSE (6) = 1.66 1 ( 2) 18"X24" = 4.5 6.16 S F. > 2.9 5F. PORCH (2) = .55 4 0 .55 S.F. > .I9 S.F. GAR (1) = .211 0 .2 SF. > 0 S.F. EAVES VENTILATION PIis WOED (MIN. 50% OF REQ'DJ TYPE PENT METAL VENT AT .430 S.F. EA. BIRD BLOCKING AT .05 PER 3 HOLES PROVIDED HOUSE (3) = 129 (35)z 1.15 304 SF.> 2-`5 S.F. PORCH 0 (10) = 0.5 .5 S.F. > .19 S.F. GAR 0 t CIO) = 0.5 .5 S.F. > .0ISF. f, I! I, + VENTED BLOCKING= OVER SUPPORTS. • ROOF O.H. TO BE 18" WITH 12" AT — UNLE55 OTHERWISE NOTED. • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. • SKYLIGHTS ON 2 x6 CURB - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2409 + TRUSSES t RAFTERS SHALL BE 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITXI STAMPED ENCsINEERING CALCULATIONS. THIS A"ROVED OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. " � Z� AS T IgLgL ILI^ ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. + ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO tlAN.UFACTURS SPECIFICATIONS. TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING: DEPT. APPROVAL OR ENGINEERING: CALCULATIONS. + ALL TRUSSES SHALL HAVE DESIGN DETAILS t DRAWINGS ON SITE FOR FRAMING: INSPECTION. + ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN C31RDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRU55 DRAWINGS TO BE STAM AND SIGNED B A LICENSED WASHINGTON STATE STRUCTURAL ENG=INEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.0) AS WELL AS -MANUFACTURING PLANT NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECI TONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERWISE E'ERMANENTLY AFFIXED TO EACH TRUSS SHA CONTAIN THE FOLLOWING:: A. IDENTIFICATION OF THE TRUSS MANUFACTURING: COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING. 0 ALL ROOF: TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING= WALLS SO AS TO FORI'"1' AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED Tb BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE PP4RTED LATERALLY AT POINTS OF EBEARING BY SOLID BLOCKI TO PREVENT ROTAION AND LATERAL DISPLACEMENT. T H EY SHOD D ALSO BE BLOCKED AT THE RIDGE TO RESIST 0ND SUCTION ON THE SHEATHING. SECTION 2326.112.8. ui �2 U z � u 0 Q 3� m�� ;49d to i m W e m 0 �o 'Q z � w � o z w um u W nN F�t� W119 MAY 0 6 20 E � ER FILE NO: 5192 SWEE=T A ll:)F �` .. • .. .� •�. � �. ,,. r t .. rI1�nJ�'r"w7►L art i•r ..wok "W.►•. - .\•�►.r - t .w�wF!' ..- �w.lry_., \r.JDr..��•' ,� t i/4" 21' - it • + t. a+r• .. n�.,r �. � - '.1t ...'r .. .�1• r .. f w... .. ,. - . ,. - i � .rte/.,. i �_ _ • . .. ♦', ''. � _ _ �. . Ili o * E EAVE BLOCK TO BE VENTED �. EACH AF -50 ROOF VENT = (,80 SO. IN.) _ 2118F 144 �. VENTILATION= A (5F.) SF REQ'D (300) „ GABLE VENTS (TOTAL 50. IN.) (0.15) R SF e 144) ,ATTIC VENTILATION 1 LOCATION GROSS AREA (SF) (A /300 ) MIN. REQ'D. VENT (SF) (A X 300)/2 50 % REQ'D AT EAVE (AX 300 )/2 50 io REQ'D 3fb" AB. EAVE HOUSE ROOF Ii91 S.F. 5.9l S.F. 2.99 S.F. 2.99 S.F. PORCH ROOF 112 SF, 0.31 SF. O.IS S.F. 0.19 S.F. LOWER GAR 40 SF. 0.13 S.F. wa.0'1S.F. 0.01S.F. m 3' AmovE EAVES VENTILATION P1RO PED (MINT 59"6 OF IREQ'D) TYPE VENT ROOF VENTS AT 211 S.F. EA GABLE VENTS 15% EFFICIENT PROVIDED HOUSE 1 o 6 (1) 18"X24" - 2.25 3151 SF. > 2.9 S.F. PORCH (2) = .55 F: ( 0 .55 S.F. GAR ( 1 ) = .211 0 .21 SF. > .01 S.F. r ' EAVES VENTILATION PW%o IDED (MINT OF REQ'DJ TYPE VENT METAL VENT AT .430 S.F. EA. 151RD BLOCKIW -z AT .05 PER 3 HOLES PROVIDED HOUSE (1) = .430 ( 52) = 2 .6 3.03 SF.> 2.9 S.F. GAR 0 fl 0) = 0.5 b SF. > .075F. s, • i. VENTED BLOCKING OVER SUPPORTS. • ROOF OVE RHANGS TO BE 18" UJI/ 12 " AT G., 11JOK , I ROOF PITCHES TO BE 6/12 • SKYLIGHTS ON 2xro CURB - SAFETY GLASS SKYL IGHTS TO CONFORM TO UBS SECTION 240S • TRUSSES 4 RAFTERS SHALL BE 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. Ci jy of - W`itLfi AHROVtil JUN ..g 2 1104 W AS NOitU 19LA • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. *TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERINCs CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN G=IRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHIWSTON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL. BEAR THE QUALITY CONTROL STAMP (SECTION 2311.00 AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANG=ERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DE51GN LOAD. C. THE TRUSS SPACI o ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING W ALLS SO AS TO FORM AN INTEGRAL DART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE ,JOI WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAB' BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. + ROOF TRUSSES SHOULD BE SUPPORTED LA AT POINTS OF BEARINGS BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL. DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SWEATHING. SECTION 232 6.12.8. Q � I 1> w I � N �m ;49A 1 to lu m + � r (44 Z- Ina U w z d LL z F O QC ry � �NEO 1 jj�Wlln M AY o s zoos "MT CENTER I FILE N040 51 SHEET & E31 OF M a 1 . K 5 ♦ - . _ ,,, .. + .. y- tts��'.'.► 1..'+ .w" K„ y+' AV` Tl. ►y✓J►' i+•A�+r.Y.'�...111'F/"Jr ��' m71. r4 V . - "1'R'0 '"�1•�F.N.yr'+"'"'�' f— Z W OL LU } Lu 0 COMPOSITION ROOFING 5 /4 "xS 5ARGE BOARD w/ Ix2 TRIM co I r 1 12 IPPE F L. 1E. (x4 CORNER TRIM (FRONT) 1x3 CSIDE% 2x3 OVER 1X4 TRIM SNAKE UPPER FLOOR � MAIN FL. IE 1x4 CORNE TRII" I !J ACK; bc3 (SIDE MAIN FLOOR KEYSTONE Ix4 e r METAL GUTTER o/ Ixh FASCIA- t HIM 1111 ME MIN mm No No ME is No No No ME ME NMI gill INS NINE 11111 11111 INS! loll INN Iw o vem! INN MIN IN 0, 1 T LEVATI J 'A" 5/4 "x8 BARGE E30ARD w/ 1x2 TRIM 1 1/4 X 10" L IGHT BLOCK b" WORIZ. BEVEL SIDING l 2 1/2 x 11/2" W/ Z FLASHING MAIN FLOOR UPPEER FL. FE. � UPPER FL 0 MAIN FL. R. ' = 1�_y H ix4 T 2X3 0VE R IX4 TRIM CONC. STOOP I SHAKE J r 12 � C 0 � g 2004 W v � u�0 Q�� �l J Ill 3r 'N N a u�i e e e Z � O ut } A w d W �iTRn 7 ' 1 WWII q O MAY 0 6 i 20p �C NTER FILE Ito: 5192 -1A _. �� .. „ • - •, . • .�// "l�.M►T' • AM'i•�7K wf •;wy� ?•.Y +�SMnM"S'fw.sw.. - .. .AA'... . ♦... .'�Mwfl...M.•rA= r 1iY/ • LEFT L VAT "A" I' 5/4" 'u. 1 '1 i KE 1 A 3 /4 " s 1 1.011 2X3 OVER IX4 TRIM F WRAP TOP OF COLUMN AJI TN 5/4 X 8" --- 5/4" X 10 CAP r . CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES it 4� 1� OPTIONAL O RAILIW - t + 1 } i V 1 1/4 X 10" L IGHT BLOCK b" WORIZ. BEVEL SIDING l 2 1/2 x 11/2" W/ Z FLASHING MAIN FLOOR UPPEER FL. FE. � UPPER FL 0 MAIN FL. R. ' = 1�_y H ix4 T 2X3 0VE R IX4 TRIM CONC. STOOP I SHAKE J r 12 � C 0 � g 2004 W v � u�0 Q�� �l J Ill 3r 'N N a u�i e e e Z � O ut } A w d W �iTRn 7 ' 1 WWII q O MAY 0 6 i 20p �C NTER FILE Ito: 5192 -1A _. �� .. „ • - •, . • .�// "l�.M►T' • AM'i•�7K wf •;wy� ?•.Y +�SMnM"S'fw.sw.. - .. .AA'... . ♦... .'�Mwfl...M.•rA= r 1iY/ • LEFT L VAT "A" I' 5/4" 'u. 1 '1 i KE 1 A 3 /4 " s 1 1.011 2X3 OVER IX4 TRIM F WRAP TOP OF COLUMN AJI TN 5/4 X 8" --- 5/4" X 10 CAP r . CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES it 4� 1� OPTIONAL O RAILIW - t + 1 } i 514 "x8 BARGE BOARD w/ Ix2 TRIM cA 5/4 "X8" TRIM UP='E FL. le. 1x4�:ORNER TRIM (FRONT) Ix3 CORNER - TRIi"R CSIDE i � UPPER FLOOR 1AIN FL. P_ 1 1/4" X Irk" L IGHT BLOCK 6" HORIZ. BEVEL SIDING 2 1 " x 1 1/2" W1 Z FLASHING MAIN FLOOR METAL GUTTER KEYSTONE ' 1 o/ lxro FASCIA 1 Mimi 1 Iml C■J CI � FRONT ELEVATION %4 - CONC. STOOP 5/4" F uLw KEY STONE �B 3/4" 11w011 WRAP TOP OF COLUMN WITH 5/4" X 8" �- 5/4" X 10 CAP i CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES 1� OPTIONAL O PEN RAILING 1=1LE 5192 -ZB NO `-- 2x3 OVER IX4 TRIM DEFT ELEVATION I I I 5/4 TRIM T 11 T TRIM 9:12 PITCH 2X3 OVER IX4 TRIM 5H1NGLES RECEIVED riTY OF Tl7KWII A MAY 0 6 20p4 PERMIT CENTER v 7 c� ui 3 r 00 n1w 1� •• lu r z O w Q d u w i i; i Z O t willillill , �4 } W � 8 log r .• � ... � . . .-. � - . ♦ �, • .. r• �Ii� i �, .lft� .•. .ra.yy��` Nr • t••'�Xr�M' a .wM•1� .y...j . +r fM "`� � .N •.� .'�'�. MiM - ,My�IAY►�.'1}7�'�M4'r.'��!'. " • • � .. / .. � , n 1x4 CORNER' TRIM (BACK) 1x3 (SIDE) UFf PER FLOOR l4 _ !MAIN FL. 1E. UPPER FL. fE MAIN FLOOR Eo4fR ELEVt4TION "A" a,4 1 1 ' 011 .ter UF FL. 1E. �A SHINGLES UPPER FLOOR I MAIN FL. 1E. MAIN FLOOR c - COMPOSITION ROOFINCs -,Y 12 4� OPTIONAL OPEN RAIL 12 b III III III Ilt III nl OPT. 2 2 FIX fo" HORIZ. BEVEL SIDING n n I� 5/4 11 x8" BAFWa' E E30ARD w/ 1x2 TRIM OFT. CATHEDRAL CEILINCs IN FIST. E3ED '— �°'" 12 LL fRICIHT ELEVATION "A" 184144" G.E. VENT (3) 1 2 FIX z � c� b�0 > dl w m �1 • • �l RECEIVED r Irf' nF TI IKWII A MAY 0 6 2004 PERMIT CENTER z IL w u lu H 'Q } W Ll! FILE NO* 5192 -SA . � y.. � . . - . �" � • f� � ^(y.'.A�. �OM��'- YM. w,"'�.� r.nl" ....�; Y"!. _'�•'° i7.•.'Y . 1V1/A':4- ♦ r � 1� "i' -�-'� • � . � C . �,3 CND i } s s . - r 1 t x f r i i f � . f i z � c� b�0 > dl w m �1 • • �l RECEIVED r Irf' nF TI IKWII A MAY 0 6 2004 PERMIT CENTER z IL w u lu H 'Q } W Ll! FILE NO* 5192 -SA . � y.. � . . - . �" � • f� � ^(y.'.A�. �OM��'- YM. w,"'�.� r.nl" ....�; Y"!. _'�•'° i7.•.'Y . 1V1/A':4- ♦ r � 1� "i' -�-'� • � . � C . �,3 CND i l b� -- 18 "x24" � G.E. VENT � UPPER FL. fl?. Ix4 CORNER TRIM UPPER FLOOR 0_ MAIN FL. le. W c� MAIN FLOOR ro" WORM BEVEL SIDIW -s 1 r' V A TES-G T5G REAR ELEVATION. 11 8" 1 /4 1 0 • T . l L ` 1 7 1 y I f r� �r 1 4' i� s 1 � I y w 1 ` z � u� 0 �wv aft �w.n �mv tf� •• (f) JU m m lo CEIYEp iF TUKWII q O v 2004 T CENTER H Z W fL O w Q Q u w �IL-kA Z O d } w w FILE NO: 5192 -88 OPTIONAL OPEN RAIL II= 11 ,, I t RIGHT ELEVATION ...���...r�aw... .arm r i a� - ' .. A. Yf�.. ..�.... .... r. _ ...,/ +..�. ♦. . .. .t d '!'#� 4 � ..w #amp om%o MA wmw*- .-- Amp$ - ^'l 'r -ggwa .° r "`O �e►�►J. • r+/W�A.�In fMc/M#�� � � ,MY .. . RIGHT ELEVATION 1 I I OPTIONAL ROOF LINE WITH ELEV. E3 ONLY I i -__ _w_,..________ ROOFINCs B CONTR. L .ter mom fry ..mm 911111... w mmm ..w llll� 411111111110 famw 1 � . m qlllll� 1 I I 1? I I q i UPPER FL R. I'E . 4" 0 0.5. TIGHTL INE ,- I/2 05B --< OBL TOP PL ATE DBL. 3 /4 11 0615 3'ti 113' 1/2"055 05L TOP PLATE.. FACE OF F 7 MAN DBL 3/4" OSB STUB 055 INTO TV NICHE (3) 2X6 + 4 1 1/2" N DBL 2Xro �2 D5L 2 ' !! I L t 3�0 " FRAMING F/P FLUSH W/ ROOM WALL 5 1„ 5 1 -1 11 2 — VT 1JR .jj "� �•► 5( ALE. 114" = I' -0" 5 /0 11 U"EN - FRAMING AT 24" O.C. FINISH EDGE IBUIL 2 X 10 R-38 BLOWN - IN TYP. I f �M � � mm � OVERH 3/8" TO i'"'iAX. 1/2 5/8'' G.w.s. U BF Aid TIO 2o2o SKYLT. - 2X6 STUDS alro" O.G. W/ 4 -21 INSULATION r UPPER FLOOR k' MAIN FLR. IE. - v f . r� 1 • ,AXro TRT'D MUD SILL W/ 5/8 X 10" ANCHOR BOLTS 48" O.C. MAIN FLOOR t 'i - ALL FOOTINGS 70 BEAR ON UNDISTURBED SOIL - MIN. 2000 Ibs. P.SF. C-F TUAM � �QVt1� g 2� JUN t t)j .. 4 RAIN CAP 4 SPARK ,ARRESTOR STORM COLLAR GALV. METAL CHASE GAP UJ/ SEALANT H,4ND RAILS TO BE BU I L T FLUE PER 91 UBC SEC. 1003.3.3.ro 2X8 CEDAR BAND TYPE 'X G.W.B. -2X4 STUDS O INSUL . CHASE * CEILING ~ ABOVE FIRE STOP SPACER M ~�R - 21 INSUL. - E X TERIOR 2X4 NAILE WALLS TO CEILING MANTEL -4 MASONRY , x i g PER FLOOR PL ANS - ­ — APPROVED DOUBLE ul - WALL FLUE INSTALL PER MFG'S. SPECS. PTIONAL DIRECT VENT WALL FLUE - INSTALL PER MFG'S. SPECS. -- XIO HEADER 6 11 0 COMES. AIR w FOR RAISED HEARTH, PLACE FIREPLACE ON PLATFORM IF OPEN RAIL 15 USED OPENIWs9 SHALL HAVE INTERMEDIAT RAILS OR I I AN ORNAMENTAL PATTERN GOVT, IN PRAIL SUCH THAT A SPHERE 4" 34" T 3 " ABOVE IN D (A. CANNOT PASS THR OUGH. NOSI PER THE 91 UBC SEC. 5093 LU 1 �/e "X11 /•c n i Q TREADS I I w I r—v I-% w w. 1 VMI . 2X4 THRUST 15LOCK STAIRWAYS TO BE BUILT PER THE 91 t15G CHAPTER 10 CC/�TI/1�1 1/J1A11 Z gill u�0 > �n k3 r N N W eke �o O z o w U O � � z w Q O � � m Q � u w SECTION 100. .3 � - �� 0,, 7 1 T Y PE X G.W.B. +� Kwri AREA BENEATH STAIRS MAY o s 2a 2X FIREBLOCKINCs 0 TOP t BTM. OF RUN Kkmir cemrE FIREBLKCs. REO'D. ALOWG STRINGER !BETWEEN EA. STUD — (3) 2X12 STAIR JACKS zE)4 VDO M cEr,4tL STAIR SECTION DETAIL FILE NO: 5192 -S SHEET g I� ..� • ..o. —..tea. �rbhl��rh.'"f - .!/.�."�.�l.S,i s�tiM'R.iMrr� :wd4�►�SMx ` 41*1 Lu t3 Q3 I 0 4j Ld q4 � � n t� Q E XT SPOT AND FAMILY RM SID X -0" OF SLIDE DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED SWITCH LEG TO HANG BEHIND Cs W.B. FOR OPT. HOOKUP. OUTLET AND Tv JACK TO BE INSIDE OF Tv NICHE LIGHT FIXTURE IF OPT. DOOR 15 USED Fr-L 11 �" II II II II ii II II II II OFO II II II I04-42" 6R. OR OPEN'R OPT _ r lump- M,41N FLOOR ELECTRICAL 1/4 s I f " O il — N� r� � .J 3 j4 t i CIN GF �� �vvtD y � N _ g 2004 SEE SHEET 4 FOR J015T /CAN LOCATIONS lu 8� ro tu U O In um w (X Q O z n. d lot Omni w FD WWII q 2004 TER FILE NOO 5197 :SHEET E I I c)F t } I 1 , i t ,� �. � .. r.. � .��e..M .....�.. ......"'•ir, . M "`,:. .. a .♦ r� iiiMw' ! ..+..^ ,A'' 1R. �['t+w^ �.,.�'' � ter^ ,....,/�S� r' t ..�ryw ^�qr ..' i'�' »�.' r "}K_�MA,.Mi Jb' ",r"�. A � RECESS WATER � BOX ROGATION '� � I CEILINCs FAN 4 EXN. GEILII�ICs v � G.F.I. DUPLEX OUTLET FAN MOUNTED GROUND FAULT TV GABLE � GF.I. DUPLEX OUTLET LOCATION +42" GROUND FAULT 1 PHONE TELEPHONE ,w ELECT. SWITCH CHIME DOOR BELL ELECT. SWITCH GI -IIP1E THREE WAY �. P$. POOR BELL .R ELECT. SWITCH BUTTON FOUR WAY Q SD. SMOKE SIGHT FIXTURE DETECTOR WALL MOUNI`i`SErE j ELECTRICAL LIGHT FIX MT JUNCTION CEILING I/2 DUPLEX OUTLET � LIGHT FIXTak& Ce NOT HALF HOT RECESS CAN DUPLEX OUTLET THERMOSTAT WALL MOUNTED @0 22mV OUTLET X20 VOLTS —i KE'i' �CsAS VALVE KEY •� FAG. FUEL GAS W.P. MPLEx OUTLET � H.B. WATER NOSE BIB GF.I. WATERF'RDOF GROUND FAULT Cu1• GOLD WATER LOCATION lu 8� ro tu U O In um w (X Q O z n. d lot Omni w FD WWII q 2004 TER FILE NOO 5197 :SHEET E I I c)F t } I 1 , i t ,� �. � .. r.. � .��e..M .....�.. ......"'•ir, . M "`,:. .. a .♦ r� iiiMw' ! ..+..^ ,A'' 1R. �['t+w^ �.,.�'' � ter^ ,....,/�S� r' t ..�ryw ^�qr ..' i'�' »�.' r "}K_�MA,.Mi Jb' ",r"�. v 4ti ft tu_ w�� z m wh 3 � 0 r UJ 4dd mw � N x SEE SNE _ L L , "ET 0 81" SEE STRAW LEGS, SI#ET "W" v UPPER FLUOR ELE TRIGAL 114 "llmoll dp 1 1 � C , t NOTE: OPTIONAL SITTINCs RM. IS DRAM. IF NO DOORS TO MASTER / NO DIVIDER OR F/P, THEN DELETE CM LIGHT / SW AND EVENLY SPACED (FOUR) IN BONUS RM. 1 y 1 C11Y CF T3k0,lA ppPRUVCD � 9 gut 9;1 D m W_ m ;_R g 1 Owl p RECESS WATER BOX LOCATION 4 EXH. CEILING Gr-.I. FAN MOUNTED GROUND FAULT ,w TV GABLE ELECT. SWITCH ROGATION 1 PHONE TELEPHONE 0 CHIME DOOR BELL GRIME �. P.B. DOOR BELL 0 GHT FIXTURE BUTTON 0 S.D. SMOKE RECESS CAN DETECTOR WALL MO N T ED ELECTRICAL CzAS VALVE KEY -- FiG. JUNCTION W.S. I/2 DUPLEX OUTLET COLD WATER NOT HALF HOT Or- DUPLEX OUTLET @0 220V OUTLET 220 VOLTS W.P. DUPLEX OUTLET G.F.I. WATERPROOF GROUND FAULT 1p c > CEILING FAN y 0 G.F.I. DUPLEX OUTLET GROUND FAULT Gr-.I. DUPLEX OUTLET *42 GROUND FAULT ,w ,ELECT. SWITCH ELECT. SWITCH THREE WAY ,w ELECT. SWITCH FOUR WAY LIGHT FIXTURE WALL MOUNTED 0 GHT FIXTURE CEILING M OUNTED LIGHT FIXTURE RECESS CAN THERMOSTAT WALL MO N T ED KEY CzAS VALVE KEY -- FiG. FUEL GAS W.S. WATER POSE BIB +- C.W. COLD WATER LOCATION �1 cq i V O W O II � � � w (L i� � � MAY 0, ? 04 � FILE NO* 591 SHEET 5 v ,. ,,, , � — w . 1 . .:•M'1�i!^ Cv/r ^O►'♦ .•.,,i..• .M 7�ir +�'��+w[�MM'rt�P'W+M`Ir.1►r r+•Ml�l�r:..�:- w�Ma�'M...r- a OPT. 0 4 STUB 11 O T. BLK. OUT F 3 DOOR M a 1� 8' .. 9' _ 4 t/2 F I k 0 POST BASE cv Icv L ON 36 "x3ro "xl2 CON. PAD w/ 0 4 - 9 I0 O.C. E10. 20 -014 10' - 011 ice &960 4" CONC. SLAB - SLOPE 5 11 TOWARDS O. DOORS. OPT. BRICK 11 ,S. u S (POUR 4" FORWARD AND = LOWER 3" FRONT GARAGE 0 2 BA ONLY. ' ell CONTINUOUS FOOTING SII e � e 1 � 11 1 11 I -4 8 -3 5 4 Iro -3 I 4 1_ 1' -I0 1/211 201 _011 - 1' -I0 1/2" FOUNIDATION f 10 0 1/4"_1'_0 7 II � II / � II oPr � II x SEE dM IA" L. L , SI ET "SIP M SEE STRAIN' LEMEND, STET "SI" i i i i i i i i 0 � � STD RAIL LITE BOX x f=IRONT ELEVATION 3 CAR GAR AREA SUMMARY 3 CAR GAR E 695 S.F. Ste. 1 la 5b .(CIS ro x6 I-F 0 2 Cif & x(o W 4 `2 SCI 6 x(o HF 0 2 CONTINUOUS 4x i0 OF 2 HEADER LAr Apo ICb 1 O.H. CHAR. DR. 1' -10 1/2" 16' -3 1' -10 I M11 20 1 -0 11 N f OOR 4 O z m tu w� } oc Q� �x x v "r 5/4 BARGE BOARD W1 IX2 TRIP" I I II CIV �Ru ��I'.tA AP JON .,, As NpiEU ROOF FR41"�INCx PLAN t7 W 'q �Q z � ti 0 Q3� �uiv � r �w� UJ N x a IIIf 0 tum 1 1 1-- Z IL O w IL 11111111 u w p F_ W l� rq AY as d4 PekMl C EMTc FILE NO: 5192 -GI SHEET 446 ff • .. .. A =ice. =� ..�.. _ ..�.+.�+ _ ._. -_��� _.- �..... _. ....... .—_� _...... _ _ ... .._a. ; ..._ -. o_. _.._.w.:. / r •T. �.. .� •,, •,,..�y � .•�r.. • •a'• �� T��.rwyu':a....s ra, wrp�s. vr+: w�; �.. . ��w�•s..w�t�.fr�+'�y.w..rs pv. *Mwrlr± ri • . �6►ic . sj OPT. I- I TE BOX AS GAS 1 S�P _ � � � � s u! I '� J II 4 XIO FLUE VINYL Q I �► !FRAME HEADER SC-50C 28 p�� I to 83" A.F.F. 4' -2 9' -5 1 �I I 4" GONG. SLAB - SLOPE CI I 3" TOWARDS OH DOOR � xG POST-_ 5 /SX Igo - 1 /2 GL Q � �CC /CBrob 'CB' TO BE I" A.F. SLAB OR PRESSURE TREATED I cA I d DOOR BETWEEN HOUSE 4 GARAGE TO BE SOL ID CORE w /SELF a; CLOSIW3 HINGES. (DOOR MIN. 1 -3/8" THICK) p � 5/8 TYPE 'X' G.W.B. ON ALL HOUSE /GARAGE SUPPORTING M '--� tL WALLS, POST, 4 BEAMS. (2)- LAYERS 6 CEILING WHERE TRUSSES OR FRAMING GREATER THAN 16 O.C. W X If WRAP EXP. POSTS W/ PLY TO 48" AFF TO PROTECT z 4 4 FROM MINOR IMPACT DAMAGE 1 0� ISO U- 4XIO GF"2 8 1 0 O.H. G AR. DR. 412 i0' _011 . I- i A L�_ A 1 C 1 I 2 I s � a 1 0 GENERAL STRUCTURAL NOTES BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES — 14 PSF. (EXCLUDES TRUSS WEIGHT) ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) ROOF DEAD LOAD -= 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. NAND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 Q = 0.30 ) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 2,000 PSF. MINIMUM 28 DAY STRENGTH 2,500 PSI. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP 4-1/2 FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHAM BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. PLY ASH — IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL. HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. REINFORCING: ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" EXPOSED TO EARTH OR WEATHER ,,. TYPE: #6 OR LARGER 2" #5 AND SMALLER 1 1/2 ALL OTHER PER LATEST EDITION OF ACI 318. 8d at 12" O.C. LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL. BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. 'STRUCTURAL S_T,L: ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.B.O. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. PREFABRICATED_ WOOD USSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. TRUSS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED (DESIGN MINIMUM PROPERTIES: GWED—LAM .._BEAMS (GLUTAM): GLUED- LAMINATED BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, fv = 155 PSI, fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. .BEAMS CANTILEVERING OVER SUPPORTS SHALL HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDUNG PER LATEST AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. ENG EERED .W000 - BEAMS( DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -481. P -BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2 PSI, Fy = 285 PSI, Fc(PERPENDICULAR) = 650 PSI, E = 2 PSI. ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: WOOD JOISTS: ,,. TYPE: 2X4 H.F. 2 2X6 OR LARGER H.F. 2 BEAMS: 8d at 12" O.C. WIDTH 4" OR LESS D. F. 2 WIDTH GREATER THAN 4 D.F. 2 LEDGERS AND TOP PLATES: H.F. #2 STUDS: 24/0 20 H.F. #2 2X6 OR LARGER H.F. #2 POSTS: . N 4X4 .F. #2 H 4X6 OR LARGER H.F. #2 6X6 OR LARGER H.F. #2 GWED—LAM .._BEAMS (GLUTAM): GLUED- LAMINATED BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, fv = 155 PSI, fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. .BEAMS CANTILEVERING OVER SUPPORTS SHALL HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDUNG PER LATEST AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. ENG EERED .W000 - BEAMS( DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -481. P -BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2 PSI, Fy = 285 PSI, Fc(PERPENDICULAR) = 650 PSI, E = 2 PSI. ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: THICKNESS: SPAN /INDEX RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1 /2 w 32/16 8d at 6'' O.C. 8d at 12" O.C. FLOOR 3/4" T do G 40/20 SCREWS at 6" O.C. SCREWS at 10" O.C. SHEAR WALL 1/2 24/0 1 Od at 6" O.C. 1 Od at 12" O.C. SCREWS AT FLOOR SHEATHING SHALL BE #8 X 2 1/2" LONG FOR SHEATHING LESS THAN 1* THICK. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN APA AFG -01 QUALIFIED GLUE. AT CONTRACTOR'S OPTION, USE 10d NAILS IN LIEU OF SCREWS AT FLOOR SHEATHING. ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.B.O. REPORT NO. NER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1 /321 SHALL. BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. WOOD GENERAL: co) DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS O OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. 00 EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL. HAVE A SIMPSON H3 2 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT MID — HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 23— II —B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG —TIE COMPANY, INC. OR OTHER MANUFACTURER .x WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL. N SHOP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. VERIFY ALL DIMENSIONS WITH ARCHITECT. ; 0 LLJi ANY CHANGES SUBSTITUTIONS OR DEVIATIONS FROM a CONTRACT DOCUMENTS SHALL BE W CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. CO) THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL. NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. M i THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS a WITH THE DESIGNING OR SUBMITTING AUTHORITY. V) REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL. REST WITH THE CONTRACTOR. GENERAL- THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. t ' THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING 1�ilA INCLUDE BUT NOT BE LIMITED TO, B CONSTRUCTION. SUCH MEASURES SHALL � �UV�� - - DUE TO CONSTRUCTION EQUIPMENT ETC. THE STRUCTURAL SHORING FOR LOADS , ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, 2 TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY iv _g PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL., MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. �r�RECEIVED TYPICAL DETAILS MAY NOT NECESSARILY BE CUT nF TI 1 KW11 q ON PLANS, BUT APPLY UNLESS NOTED . OTHERWISE. MAY 0 6 20 WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES PERM) r CE NTeR AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. N r dft r JZz� 2 y � � W � 3411 cf) Z L co) H ul J a a: � 'roW a � � ? 0 co J W � Q cc cf) In ��� 1 �= � Z ma jC SHEEP NO.� 51.0 PNWECT N0. � [$nip J ' + . - ♦. } ,.�.. �„ �. • .-.. -,� .. � r ...++.,: • x• \*� - ' 7i �''i,�`�'Mr�:'.:.A.T Y.' . I" R .,r.�.�M►:L%�M.+��►•f.+ti�M/.►' iMy.•�, ! co) N O W O 00 2 Z C) Q .x Z N O Z 0 LLJi W m W 0 U. CO) � � % CL M a 0 W V) J a a: � 'roW a � � ? 0 co J W � Q cc cf) In ��� 1 �= � Z ma jC SHEEP NO.� 51.0 PNWECT N0. � [$nip J ' + . - ♦. } ,.�.. �„ �. • .-.. -,� .. � r ...++.,: • x• \*� - ' 7i �''i,�`�'Mr�:'.:.A.T Y.' . I" R .,r.�.�M►:L%�M.+��►•f.+ti�M/.►' iMy.•�, ! U (1) C BOLT DIAMETER VERT BOLT EMBEDMENT LENGTH HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, ' "S" 1/2" 71M 4" 1/4 5/8" 7" 4" 5/16' 3/4" 7" 5" 5/16 so 7/8" 8" 6" 5/16" 10 9 7" 3/8" 1 1/8* 10" 8" .- - -- 1 1 /4" 11 " 9" .- - -- 2 w pvb NOM5; PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER PHIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICBO REPORT FOR SAME INSTALLATION AT "ANCHORS" USE 3/16* FILLET THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. Wl EXPANSION BOLT (EPDXY BOLT SIMILAR) TYPICAL ANCHOR, ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE C" SCALE: N.T.S. 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. 3. PLATE, ANGLE CHANNEL, ETC. CLASS B TENSION SPLICE LENGTHS CONC. PSI f'c= 2,500/3,000 PSI Vc = 4 PSI Vc = 5,000 PSI BAR LOCATION REGULAR . TOP REGULAR TOP REGULAR ! TOP SPACIN SIZE 3db >6db — >3db >6db — >3db >6db -- >3db >6db — >3db >6db _ >3db >6db — #3 " 16 » 16 w 21 r 21 » 16 r 16 » 18 w 18 » 16 w 16 » 16 .16 r #4 22" 22" 28" 28" 19" 19" 24" 24" 17" 17" 22 22" #5 27" 27" 35" 35" 23" 23" 30" 30" 21 " 21* 1 27" 27" #6 " 35 " 32 " 48 » 42 " 31 » 28 1t 40 r 38 » 27 w 25 38 r » 33 #7 48" 38" 63" 49" 42" 33" 54" 42" 37" 29" 48" 38" #8 " 63 43 " 82 " 58 " 55 » 37 " 71 ;48 " " 49 » 33 6 4" 43 " 3 #9 80" 48" 104" 83" 69" 42" 90" 55" 62" 38" 81" 49" #10 102" 58" 132" 76" 88" 50" 114" 65" 79" 45" 102" 59" #11 128" 71 0 162" 93" 108" 62" 140" 80 " 97" 55" 126 72 " 3 (1) /— (2) 2" MIN. CONTROLJOINTS IN CONCRETE SLAB ON GRADE 03 SCA11: r = r -o• i 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES do LAP SPLICES IN CONCRETE COLUMNS SHALT. BE COMPRESSION SPLICES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS ( <3db). /;: LAP SCHEDULE FOR REINFORCING STEEL tvc E [A 13 MIDIF11 11 (1) (2) 1; TYPICAL KEY IN CONCRETE SAW CUT .J TNT KLI S71. 14% 4 i 1. CONCRETE SLAB ON GRADE 2. SAWCUT— 1/8* WIDE X 1/4 SLAB THICKNESS IN DEPTH— CUT SHALL BE MADE SOON ENOUGH TO PREVENT SHRINKAGE CRACKING, BUT NOT TO CAUSE SPALLING OF THE CONCRETE WHILE SAWING. WORK MUST BE ACCOMPLISHED WITHIN TWENTY —FOUR HOURS OF CONCRETE PLACEMENT. 3. CONTINUOUS KEY — SEE TYPICAL DETAIL NOTE_ , KEYED JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING PLACEMENT UNLESS SPECIFICALLY NOTED ON THE PLANS { 1 i � f r f , e 9 1 _g 1. CONCRETE , , � ,��, �� 2. KEYED JOINT— REMOVE FORM MATERIAL PRIOR TO PLACING ADJACENT CONCRETE. I,�OTE: ALL DIMENSIONS ARE ±1/2 a Y SCALE: 1 1/2" = V-0" --0" .C. — — A . B .C. — AGGREGATE BASE COURSE CONC C.J. - CONC S.J. — CONCRETE CONTROL JOINT CONCRETE SAWCUT JOINT GA — — — — — GALV — — — — GAGE GALVANIZED OPP — — P.C. -- — — — OPPOSITE — — PRECAST CONCRETE T.O.S. — — T.O.W. — — — — TOP OF STEEL — — TOP OF WALL F — — — — A. ALT. — — — — ABOVE FINISHED FLOOR AL TERNATE — C.M.U. — — — -- CONCRETE MASONRY UNIT G.S.N — — — — GENERAL STRUCTURAL NOTES PLF — — — — POUNDS PER LINEAR FOOT TYP — — -- — — TYPICAL A. B. �. — — ANCHOR BOLT 'CONN — — — j CONNECTION GLB ( GLULM) — GLUED LAMINATED BEAM PREFAB �- — — PREFABRICATED U.N.O. — — — — UNLESS NOTED OTHERWISE 0_ _ _ _ _ AT (MEASUREMENT) CONT — — — — CONTINUOUS I.F.W. — — — — INSIDE FACE OF WALL PSF — — — — POUNDS PER SQUARE FOOT VERT — — — VERTICAL BM _ _ _ _ _ BEAM D.L. — — — —DEAD LOAD I.E. -- — — — INVERT ELEVATION PSI — — — — — POUNDS PER SQUARE INCH WSTP — — — — WATER STOP B.F.F. �- — — —BELOW FINISHED FLOOR 0 OR DIA. — �. DIAMETER HORIZ _ _ _ _ HORIZONTAL REINF — — SLH — — — — REINFORCING — — SHORT LEG HORIZONTAL W.W. W,. «.. _ yy -= _ = / _ _ WELDED WIRE FABRIC =- -� WITH B.O.B. �- — — B.O.D = — — — — BOTTOM OF BEAM BOTTOM OF DECK DN _ _ — — DWG( S) — — —DOWN — DRAWING( S) K KIP) _ — — K( KIP) E.L. — — — — 1,000 POUNDS LIVE LOADS SLV — — — SHORT LEG VERTICAL W/O — — — — WITHOUT B.O.F. — — — — BOTTOM OF FOOTING E.O.S. � — — —EDGE OF SLAB LBS C) — — — POUNDS SIM — — — SQ — — — — SIMILAR — — SQUARE B.O.P. — — — — BOTTOM OF PLATE EL. OR ELEV. — — ELEVATION LLH — — — — LONG LEG HORIZONTAL STD — — — — STANDARD BRG — — — — BEARING EQ _ _ ———EQUAL —EQUAL LLV _ — _ _ LONG LE G VERTICAL T. L. — — — — TOTAL LOAD C.I.P. — — — — CAST C I IN PLACE EQUIP — — — � EQUIPMENT MFR( — — — MANUFACTURER(IS) T.O.B. _ _ — TOP OF BEAM C.L. _ _ -- CENTERLINE EXP. — — _ EXPANSION MAS C.J. — — — MASONRY CONTROL JOINT T.O.D. — _ _ _ TOP OF DECK C.L.B. — — CENTERLINE OF BEAM EXP. JT �_ _ — (E.J.) EXPANSION JOIN T MECH L � ,� ,� MECHANICAL. T.O.F. _ — _ — � TOP OF FOOTING C.L.C. -� — — CENTERLINE OF COLUMN E.W. — -- — — EACH WAY N/A — — — — NOT APPLICABLE T.O.G. — — — — TOP OF GRATE C.L.F. — — — — TIN CENTERLINE OF FOOTING E.F. — — — — FINISHED FLOOR iN.T.S. — — — NOT TO SCALE T.O.L. �. _ _ _ ER TOP OF LEDGER *40 C.L.W. � — — — CENTERLINE OF WAIL F.O.M. -m 4" dim FACE OF MEMBER O.C. " = s = ON CENTER Y.O.M. � -- = =TOP OF MASONRY CLR _ _ _ _ /���/� C ONC 4M i Fm w CLEAR CONCRETE F.O.S. � _ _ _ _ _ F.O.W. — FACE OF STEEL _ FACE OF WALL o.F.w. � — — _ - OUTSIDE FACE OF WALL T.O.P. r _ _ TOP OF PLATE U Z � 2 Z N a OIL off Ir 0) ui e Z cr) Z N co) O W O a0 � z om 0 w z N � z Z C W � IV) 3 = 0 cf) z 4b o o W a. cr. N q* J a w ca) 2 a crn O ~ J co) J � r= W� LLJ �j RECEIVLr[) > < co) MAY p g 2004� >on Z Z 1�= P EkM 1 TCEN1ER � m a � W Lu V 0 SHEET HO.� Simi PROJECT N0. � 10966 w r�. a. r s . . ,µi! .. My. �. rf... ; . • w,. 1l� 'AR. s i •• „�►' 1�lr+� . 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P� •'T'MH.?•,ryMm• wr�Yt.Mr.m � M. +�"Aj• ,NI►+ D �./.r ,r►f MS•t..w' .. a ... , -.. .. ..++w v�..�w .•y..r.• .- ..�...� •...�r•.Y .. �.1 '4 . •,r 'ti. i.✓.r... . �R "+► % saa+..+• � %I .u.cw• .r .� .•17�+.^ .rgr+br•�►• (s) (2) LLJ II � � .1 ANCHOR BOLT ANCHOR {HEADED STUD SIMILAR ABBREVIATIONS A 0 '` (1) 1 (2) (10) 10% (a) (5) (6) (7) Ill TYPICAL FOUNDATION STEM WALL 101 SCALE: N.T.S. I E I F , WOOD STUD WALL FOOTING SCALE: N.T.S. rLR r LM � f� = t� - n �� WOOD COLUMN FOOTING �i 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING • SCALE: N.T.S. a K ( • .2. �> > 3. TOOLED EDGE 4. 1. WOOD STUD WALL C (2) CONCRETE STEM WALL AND W ( 2• 5/8" DIAMETER ANCHOR 6• 1( O.C., ALTERNATE BENDS BOLTS WITH PLATE WASHERS (4) +0 SPACING PER SHEAR WALL SCHEDULE - 3. 2x BASE PLATE 4 CONCRETE SLAB ON GRADE o • 0 0 ° � � - : - ( 5• #4 HOOKED DOWELS AT 24" 00 0 � ; �. (5) D.C., ALTERNATE BENDS 6. SHEATHING AND NAILING PER - SHEARWALL SCHEDULE 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 3» CLR 9 () 8. CONCRETE STEM WALL AND FOOTING 1l-40 B• (2) #4 BARS CONTINUOUS D TOP AND BOTTOM I E I F , WOOD STUD WALL FOOTING SCALE: N.T.S. rLR r LM � f� = t� - n �� WOOD COLUMN FOOTING �i 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING • SCALE: N.T.S. a K % %# I WOOD STUD WALL FOOLING AT OPENING NJ SCALE: N.T.S. " ' 1-6 MIN. ; . T - go= 1. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1Od04 "O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. T`YP ICAL INTERIOR SPREAD FOOTING -- 1Q3 SCALE: N.T.S. r t w f t a • (4) 1. CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCING aj LAP PER GSN (24" w - MINIMUM) 2. CONCRETE STEM WALL OR FOOTING (2) ( 3. ALTERNATE BENDS s 4. REINFORCING PER ( 3) PLANS AND /OR 44 7 DETAILS J PLAN - CORNER REINFORCING IN CONCRETE FOOLING, STEM OR WALL .. .• z elk 4 1 .J J Z � # 2 y � osf W V) uj e � Z � ' co) Lu U R co) Z N ir W O aD � Z o) O 2 zN° 6 Lu ix � CC Z w W W a cc cr W N a V q* (A �vv SCALE: N.T.S. P�K A5 t`�1�� cl) w � D z n J co 0 , :p O ~ r:IIY ECE1VEp F W M Q � TUKVMI A MAY z 4 � >- � n PERMIT CENTER In � V= W O ► 1 SHEET N0. � 51.2 PROJECT W. 10966 .. ..sw�A••�.r .. .... .. . a,.yf.•r_•. ..�- � - n7 .qU•- �_. ..... �rA �.r x, .. ,. ...,• . - .. - -.-• . _ .... .. ... T - •w - . ��.. �.• .,, _ Z - -•• - - - .. _ � _ r• .. � :• .. � L R'_ .. r .. .. .. .� .. .f _.. -.... � .,-.. = - - - - .w.�f�r.� f 4Wii 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, #4 AT 24' O.C. (MAX.) .ALTERNATE BENDS 7 (2) #4 BARS CONTINUOUS 8. .EDGE NAILING 9. 2x CONTINUOUS RIM , 0. l 6d O 6" O.C. TYPICAL STEM WALL WIDTH: 8" UNO TYPICAL FOUNDATION STEM WALL 102 �: N.T.S. (2)- (3) 6 , 0 (9) 1. ARCHITECTURAL COVER 2• #3 TIES 0 8" O.C. -USE (3) #3 TIES IN TOP 5" 3• (4) #5 HOOKED DOWELS 4. WOOD COLUMN 5. COLUMN BASE 6. CONCRETE SLAB OR FINISH GRADE AS OCCURS 7. CONCRETE PEDASTAL 8. CONCRETE FOOTING 9• #4 0 12" O.C. EACH WAY c+> (2) (3) (10) 0�) (Z) (10) z io r 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6' O.C. 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN 5• BLOCKING O 48* O.C. 6. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10" O.C. HORIZ. 7. 5/8" pIA. A.B. SPACING PER SHEAR WAIL SCHEDULE g, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 11. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: B" " LINO (5) (6) (7) (8) - (a) 1. CONCRETE SLAB ON GRADE .2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND W FOOTING WITH REINFORCING ►) CONTINUOUS FROM BEYOND 6• #4 HOOKED DOWELS 0 24" O.C., ALTERNATE BENDS % %# I WOOD STUD WALL FOOLING AT OPENING NJ SCALE: N.T.S. " ' 1-6 MIN. ; . T - go= 1. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1Od04 "O.C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. T`YP ICAL INTERIOR SPREAD FOOTING -- 1Q3 SCALE: N.T.S. r t w f t a • (4) 1. CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCING aj LAP PER GSN (24" w - MINIMUM) 2. CONCRETE STEM WALL OR FOOTING (2) ( 3. ALTERNATE BENDS s 4. REINFORCING PER ( 3) PLANS AND /OR 44 7 DETAILS J PLAN - CORNER REINFORCING IN CONCRETE FOOLING, STEM OR WALL .. .• z elk 4 1 .J J Z � # 2 y � osf W V) uj e � Z � ' co) Lu U R co) Z N ir W O aD � Z o) O 2 zN° 6 Lu ix � CC Z w W W a cc cr W N a V q* (A �vv SCALE: N.T.S. P�K A5 t`�1�� cl) w � D z n J co 0 , :p O ~ r:IIY ECE1VEp F W M Q � TUKVMI A MAY z 4 � >- � n PERMIT CENTER In � V= W O ► 1 SHEET N0. � 51.2 PROJECT W. 10966 .. ..sw�A••�.r .. .... .. . a,.yf.•r_•. ..�- � - n7 .qU•- �_. ..... �rA �.r x, .. ,. ...,• . - .. - -.-• . _ .... .. ... T - •w - . ��.. �.• .,, _ Z - -•• - - - .. _ � _ r• .. � :• .. � L R'_ .. r .. .. .. .� .. .f _.. -.... � .,-.. = - - - - .w.�f�r.� f 4Wii 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, #4 AT 24' O.C. (MAX.) .ALTERNATE BENDS 7 (2) #4 BARS CONTINUOUS 8. .EDGE NAILING 9. 2x CONTINUOUS RIM , 0. l 6d O 6" O.C. TYPICAL STEM WALL WIDTH: 8" UNO TYPICAL FOUNDATION STEM WALL 102 �: N.T.S. (2)- (3) 6 , 0 (9) 1. ARCHITECTURAL COVER 2• #3 TIES 0 8" O.C. -USE (3) #3 TIES IN TOP 5" 3• (4) #5 HOOKED DOWELS 4. WOOD COLUMN 5. COLUMN BASE 6. CONCRETE SLAB OR FINISH GRADE AS OCCURS 7. CONCRETE PEDASTAL 8. CONCRETE FOOTING 9• #4 0 12" O.C. EACH WAY c+> (2) (3) (10) 0�) (Z) (10) z io r 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6' O.C. 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN 5• BLOCKING O 48* O.C. 6. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10" O.C. HORIZ. 7. 5/8" pIA. A.B. SPACING PER SHEAR WAIL SCHEDULE g, #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 11. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: B" " LINO (5) (6) (7) (8) - (a) r T 41 N a B 000 WOOD JOIST AT WOOD STUD WALL nf" .SCALE: N.T.S. WOOD JOIST AT WOOD STUD WALL ME: N.T.S. '101 (5) 1. (6) 1 6d TYP. 2. (4) 1 6d TYP. 3. FULL HEIGHT STUD 1. 16d 0 6' O.C. BASE (1) (7) 1• 16d 0 6` O.C. BASE 5, HEADER AS PER PLAN, C PLATE (MIN) (2) {2) CRIPPLE STUDS (8) PLATE (MIN) (1) � (7) 2. FLOOR SHEATHING ( 6) 7. 2• FLOOR SHEATHING (2) TYPICAL STAGGERED BOTH SIDES 3. FLOOR JOISTS PER PLAN � - (9) 3. 2x CONTINUOUS RIM JOIST 1/2'4 BOLT MINIMUM HEADER BEARINGS FOR 4. 2x CONTINUOUS RIM JOIST N H2.5 0 EACH 3. WITH (2) Od NAILS PER - __Ar_'r 7 777 _7 "r 7- ( (8) WITH (2) 1 O NAILS PER TT J OIST „OPT" 10d PER JOISTx JOIST (3) 4. SIMPSON A34 CUP 3. WOOD JOIST PER 6 5. WOOD STUD WALL 16d NAIL, MINIMUM 5. 2x BLOCKING O 24" PLAN 6. SHEATHING AND NAILING O.C. (4 ) PER SHEARWALL SCHEDULE 2x BLOCKING WITH (3) 6. FLOOR JOISTS PER PLAN p 7. EDGE NAILING 7. 7. SHEATHING AND NAILING (5) 8. 16d O 6" O.C. t5 � 5. PER SHEARWALL SCHEDULE o o T (5) �: (BOLTS ATTACHMENT 8. EDGE NAILING B (6) 9• 16d 0 6" O.C. 000 WOOD JOIST AT WOOD STUD WALL nf" .SCALE: N.T.S. WOOD JOIST AT WOOD STUD WALL ME: N.T.S. IE � .r-.� IF (s) BUILT -UP WOOD MEMBER SCALE: N.T.S. 01 IWILX '101 (5) 1. (6) 1 6d TYP. 2. (4) 1 6d TYP. 3. FULL HEIGHT STUD C 12* (2) PLATE 5, HEADER AS PER PLAN, (8) SAME WIDTH AS WALL 6. {2) CRIPPLE STUDS ( Q PAST HEADER AS SHOWN � 1. 1/4 DEPTH OF MEMBER, ( 6) 7. 16d ® 12" O.C. ! TYPICAL STAGGERED BOTH SIDES i � - • 20 1/2'4 BOLT MINIMUM HEADER BEARINGS FOR 1 N H2.5 0 EACH 3. (2) 2x12 AND LARGER THAN 5 ._ D " (2) (3) 2. JOIST WITH (2) (3) USE 1/2 10 0 BOLTS 0 „OPT" 10d PER JOISTx 24' O.C. 3. WOOD JOIST PER 6 4. 16d NAIL, MINIMUM PLAN (4) 5• (2) 2x10 AND SMALLER 4) 4. 2x BLOCKING WITH (3) o p USE 16d SPIKES AT 12 16d PER BLOCK U.C. STAGGERED t5 � 5. WOOD BEAM PER PLAN o o T �: (BOLTS ATTACHMENT OR D 1 FOR LE NG H OF MEMBER. IE � .r-.� IF (s) BUILT -UP WOOD MEMBER SCALE: N.T.S. 01 IWILX '101 (5) 1. (6) 1 6d TYP. 2. (4) 1 6d TYP. 3. FULL HEIGHT STUD (6) 4. CONTINUOUS DOUBLE TOP PLATE 5, HEADER AS PER PLAN, (8) SAME WIDTH AS WALL 6. {2) CRIPPLE STUDS BUILT -UP POST PARALLEL 70 WALL TYPICAL SPLICE OF TOP PLATES O sca.e: N.T.S. r SCALE: N.T.S. k 14% 1. DOUBLE EDGE NAIUNG 2. FLOOR SHEATHING 3. WOOD JOIST PER PLAN 4. SIMPSON LU TYPE HANGER 5. WOOD BEAM PER PLAN (5) 1 WOOD JOIST AT WOOD BEAM V (, ROUGH OPENING WIDTH WOOD HEADER '101 WOOD STUD WALL (2) . 2, WOOD HEADER PER PLAN (3) 'e (2) 16d TOENAILS EACH ' Lu SIDE, EACH END 4 4• (8) Z 5. V (, ROUGH OPENING WIDTH WOOD HEADER r- T : ` n lw�k SCALE: N.T.S. (�l (2) (3) 9 xs fpslo v e "i_D (4) 1. 6x SAWN OR 5 1/8" GLB (4) 7 (6) EACH SIDE. (2) 3, PLYWOOD FILLER 4. 4x SAWN OR 3 1/8' GLB r E � E �VKWII A (3) MAY 0 6 2W OJcwrut cEn,rea BUILT-'up POST PERPENDICULAR TO WALL SCALE: N.T.S. 9 J V � � 2 Z to J µ All co w � cr) Lu CO) 0 w z rn 0 w z 2 zN� F- Q�z R. ir cf) V �v W a a CC � a V � 0 1. WOOD STUD WALL (2) . 2, WOOD HEADER PER PLAN (3) 3• (2) 16d TOENAILS EACH ' Lu SIDE, EACH END 4 4• (2) 16d AS SHOWN . Z 5. RUN VERTICAL STUDS UP ( Q PAST HEADER AS SHOWN � 6. (2) 16d ® 12" O.C. ( 6) 7. 16d ® 12" O.C. ! >= STAGGERED BOTH SIDES i 8. DOUBLE STUDS UNDER S1.3 HEADER BEARINGS FOR 10966 OPENING WIDTHS GREATER THAN 5 ._ D " r- T : ` n lw�k SCALE: N.T.S. (�l (2) (3) 9 xs fpslo v e "i_D (4) 1. 6x SAWN OR 5 1/8" GLB (4) 7 (6) EACH SIDE. (2) 3, PLYWOOD FILLER 4. 4x SAWN OR 3 1/8' GLB r E � E �VKWII A (3) MAY 0 6 2W OJcwrut cEn,rea BUILT-'up POST PERPENDICULAR TO WALL SCALE: N.T.S. 9 J V � � 2 Z to J µ All co w � cr) Lu CO) 0 w z rn 0 w z 2 zN� F- Q�z R. ir cf) V �v W a a CC � a V � 0 WOOD JOIST AT WOOD BEAM SCALE: N.T.S. NOTS6 1. 70P PLATE SPLJCE OVER STUD ONLY. 2. DOUBLE TOP PLATE. 3. WOOD STUDS. (2) (3) .. 'w . ... y,.. . �. .. ,. ,,. .� , • �r ^ -+� r'�r.r MM omowf irowlelsomm" pwavr I��1�:faN' wJ►' •�"'..' �""' . • ., , �' -�1rt 6' -0" MINIMUM LAP (j) J a Lu z ui c!) 2 Z a 2 o Q �o � � W In M z g o >= t 0 ma T." 1� � SHEET NO. � S1.3 10966 WOOD JOIST AT WOOD BEAM SCALE: N.T.S. NOTS6 1. 70P PLATE SPLJCE OVER STUD ONLY. 2. DOUBLE TOP PLATE. 3. WOOD STUDS. (2) (3) .. 'w . ... y,.. . �. .. ,. ,,. .� , • �r ^ -+� r'�r.r MM omowf irowlelsomm" pwavr I��1�:faN' wJ►' •�"'..' �""' . • ., , �' -�1rt 6' -0" MINIMUM LAP i J A 1 14% WOOD BEAM AT WOOD COLUMN 210 save: N.T.S. r,N C ED] E e � e � WOOD STRI L� SCALE: N.T.S. �e 1. WOOD TRUSS 2. PLYWOOD SHEATHING 3. EDGE NAILING 4• 2x BLOCKING WITH (3) ao 16d PER BLOCK � 3. 5. SHEAR PANEL EDGE 4. NAILING 6. SHEATHING AND NAILING SIMPSON A35 CUP AT EACH PER SHEARWALL SCHEDULE 7. SIMPSON H2.5 AT EACH (6) TRUSS 8. CONTINUOUS FASCIA WITH (2)10d PER TRUSS WOOD TRUSS AT WOOD STUD WALL fn5f" W � SCALE: N.T.S. KA 1. WOOD 8f11M PER PLAN 2. SIMPSON ACE TYPE POST CAP 3, WOOD COLUMN PER PLAN (Z) (3) 211 WOOD BEAM AT W OOD COLUMN SCALE: N.T.S. 1 L. IL (i (2 / SCALE: N.T.S. A=: 1. 2x 12 STRINGER 2. DOUBLE 2x TOP PLATE 3. WOOD STUD WALL 4. TREAD AND RISERS 5. PLYWOOD SHEATHING 6. 2x BLOCKING 7. FLOOR JOISTS PER PLAN NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS •y\TCC. �Lli.ods WOOD STUD WALL SIMPSON H5 STUD TO STRINGER AT EVERY OTHER STUD TREAD AND RISERS 164 O 12' O.C. (3) 164 MINIMUM AT EACH STUD 2x STRINGER )TE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS STAIR STRINGER TO WOOD STUD WALL 217 CONNECTION 4) SCALE : N.T.S. - c� cs GABLE END USS W O J � w am W p Z Z LAJ Z 02 < 0 � W SHEET NO. S1 . PRQIECf N0. i SCALE: 'N.T.S. �: N.T.S. .6 .Y -"A[ 1. SEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3, SIMPSON AC TYPE POST CAP 4. WOOD COLUMN PER PIAN 1. PLYWOOD SHEATHING $LOCKING OR JOISTS PER PLAN ) BLE 2x TOP PLATE )D STUD WALL AD AND RISERS 2 STRINGER ARCHITECTURAL PLAN FOR AD, RISER AND NOSING ENSIONS NC,ER AT LANDING WOOD STUD WALL AT WOOD BEAM (3 0 WOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 16d NAILS o 12" O.C. I WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE �� SCALE: N.T.S. ;fz"cc WOOD STRINGER AT LANDING � ( 1 ) 1. EDGE NAILING (2) 2ONTINUOUS FASCIA WITH (2) ao 10d NAILS PER JOIST � 3. 2x4 OUTRIGGER a 24' O.C. ( 3) 4. (2) 1Od NAILS PER TRUSS (4) 5. SIMPSON A35 CUP AT EACH ( Z 401ST (6) g, CABLE END TRUSS d SHEARWALL SCHEDULE 7 . W O 6 U.C. BOBOTTOM V WOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 16d NAILS o 12" O.C. I WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE �� SCALE: N.T.S. ;fz"cc WOOD STRINGER AT LANDING r -z% 1. TRUSSES PER PLAN 2. SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 164 PER BLOCK 6. W000 BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 104 PER TRUSS ••� I - p •p I fj N V/ • LU V) W to � lm z cc I cr) z Liu U R � ( 1 ) 1. EDGE NAILING (2) 2ONTINUOUS FASCIA WITH (2) ao 10d NAILS PER JOIST � 3. 2x4 OUTRIGGER a 24' O.C. ( 3) 4. (2) 1Od NAILS PER TRUSS (4) 5. SIMPSON A35 CUP AT EACH ( Z 401ST (6) g, CABLE END TRUSS SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7 . W O 6 U.C. BOBOTTOM V TRUSS CHORD TO WALL TOP S PLATE W 8• 2x4 BRACE O 48" O.C. WITH SIMPSON A35 CLIP EACH END g, TRUSSES PER PLAN r -z% 1. TRUSSES PER PLAN 2. SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 164 PER BLOCK 6. W000 BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 104 PER TRUSS ••� I - p •p I fj N V/ • LU V) W to � lm z cc I cr) z Liu U R �f ,�;� - rrT RECEIVED Sol nF Tt IKW ►1 A 9 Mayo 6 2 .- �.,�► -' . `�` PERMIT CENTER � � o W o ao � z v) 0 W z Z Z N Z S W � 3 o cr) � O W W no a �f ,�;� - rrT RECEIVED Sol nF Tt IKW ►1 A 9 Mayo 6 2 .- �.,�► -' . `�` PERMIT CENTER J 4 r 'd \ I A ,WIT RIDGE 14 I r rk 1. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING TRUSS RIDGE SCALE: N.T.S. 1. ROOF JOIST'S PER PLAN (4) 2. SIMPSON H2.5 CUPS A (5) 24' O.C. 3. WOOD BEAM 4. PLYWOOD SHEATHING 5. .EDGE NAILING — 6. SIMPSON A35F 0 24' O.C. (6) 7. FASCIA PER ARCH. WITH f11 j 4 (2) 10d PER JOIST I ED Vi r WOOD RAFTER AT WOOD BEAM SCALE: N.T.S. I E IF w R L a i d� �s J ? z cm co Lu IN= Z V) w�� riNn VE Niin v' MAY 0 6 � 2004 Q PERM17 r fH LLJ ui c!) Z i a Z o � W CO � cro 110 M LL' La z LL >= 0 ma wO SHEET NO. S1.5 PRWECT N0. � 10966 i • 1. 2X OR VALLEY SET OVER FRAMING AT 24' O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 4. 2x TO MATCH WIDTH OF CUT LAYED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d NAILS, TYP. NQjE 1 . PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. 3. AT 2x OVER FRAMING USE THE FOLLOWING: 0' -4' --- 2x4 MIN. 4' -8' --- 2x6 MIN. 8 10' ----- 2x8 MIN. 10 ---- 2x 10 MIN. PLAN - TYPICAL VALI AT PREFAB WOOD TRUSSES SCALE: N.T.S. r - t y ti f y j C ��v v� 0 0 . �_ Y.._...._. � ._..�.....�.�..r.......�..�.._. _. ,... ..._._ . �.�►.__._....._.�...�1. .... _... s.•� ....a _ .. •v.. .. ... .: w�•.•fR<*�sw. .�•: ,w�+ti:.�r) ...ww..• x :nr+.a..a.►.+�r.rw ... .,, cl) PLYWOOD SHEATHING 2. O (g) _ TRUSS Z EDGE NAILING 4. 2x BLOCKING WITH (3) 16d PER BLOCK 5. � 6. 0 TRUSS GIRDER Z Z N -0 . � > a vo, Z Z � _ ui �v=i3 � 0 CO) w W W a M N L�l Ix L riNn VE Niin v' MAY 0 6 � 2004 Q PERM17 r fH LLJ ui c!) Z i a Z o � W CO � cro 110 M LL' La z LL >= 0 ma wO SHEET NO. S1.5 PRWECT N0. � 10966 i • 1. 2X OR VALLEY SET OVER FRAMING AT 24' O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 4. 2x TO MATCH WIDTH OF CUT LAYED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d NAILS, TYP. NQjE 1 . PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. 3. AT 2x OVER FRAMING USE THE FOLLOWING: 0' -4' --- 2x4 MIN. 4' -8' --- 2x6 MIN. 8 10' ----- 2x8 MIN. 10 ---- 2x 10 MIN. PLAN - TYPICAL VALI AT PREFAB WOOD TRUSSES SCALE: N.T.S. r - t y ti f y j C ��v v� 0 0 . �_ Y.._...._. � ._..�.....�.�..r.......�..�.._. _. ,... ..._._ . �.�►.__._....._.�...�1. .... _... s.•� ....a _ .. •v.. .. ... .: w�•.•fR<*�sw. .�•: ,w�+ti:.�r) ...ww..• x :nr+.a..a.►.+�r.rw ... .,, WOOD TRUSS TOTRUSS GIRDER 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD (g) _ TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d PER BLOCK 5. SIMPSON LU TYPE HANGER 6. PREFABRICATED WOOD TRUSS GIRDER WOOD TRUSS TOTRUSS GIRDER v ` i . r (4) (3) � II II II II II II F (7) I 1 (2) I A IF 1 I 2 ( 3 I 4 I b SHEAR 'WALL GQHEDULE WALL SHEATHING SIDES PANEL FIELD FRAMING AT ADJ. BASE PLATE ANCHOR BOLT FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE MARK EDGE NAILING PANEL EDGES ,ATTACHMENT SPACING FLOOR BASE PLATE ATTACHMENT LB /FT NAILING _ P1 6 1/2* PW ONE " 1 Od O 6 O.C. 12 O.C. 2X 16d NAILS O 6" O.C. 5/8 0 0 O 48" O.C. 2 X SIMPSON A35 O 48 O.C. 278 P1 4 » 1 /2 PW ONE » 10d O 4 O.C. » 12 O.C. 3x OR (2) 2x 16d NAILS O 4" O.C. 5 8 » 0 O 32" O.C. / � • - 2X SIMPSON A35 O 24w O.C. 418 P1 -3 1 /2 PW ONE " 1 Od O 3 O.C. " 12 O.C. .3x OR (2) 2x 16 d NAILS O ,3 O.C. 5 8 "0 O 24" O.C. / 2x SIMPSON A35 O 16 O.C. 545 P1 -2 1/2 PW ONE 1 Od O 2" O.C. 12 " O.C. 3x OR (2) 2x 2») 16d NAILS O.C. 5/8 "0 O 16" O.C. 3x SIMPSON A35 O 8 O.C. 713 SHEAR WALL SCHEDULE NOj.�$ 1 • FRAMING STUDS SHALL BE HEM FIR #2 SPACED AT 16" O.C. MAXIMUM. THICKNESS OF STUDS SHALL BE 2x UNLESS OTHERWISE NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES WITH 2x OR 3x BLOCKING TO MATCH STUD WIDTH UNLESS NOTED OTHERWISE. .3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 1 O O 6" O.C., 12" O.C. FIELD. C. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING. 5 • MINIMUM ANCHOR BOLT SPACING OF 48" O.C. UNLESS OTHERWISE NOTED IN SCHEDULE. MINIMUM OF 2 ANCHORS PER WALL. PROVIDE 2 "x2 "x3/ 16" SQUARE WASHERS AT EACH ANCHOR. 00 NOT RECESS BOLTS. I Ic I i "*�_ (5) 11 II ll� +{I (l II Ii II II II II II II II `JT� i II II II II �I II II II II II II II 11 II ll� +{I (l II Ii II II II II II II II II �I II II II II II II II i J {2 v I BONE —STORY SHEARWALL ELEVATION 40.1 SCAIE: N.T.S. I IF TWO —STORY SHEARWALL ELEVATION SCALE: N.T.S. op- Alb J Z � cf) LLJ .7 0) Z U ui � m 04 .uj 'm i rn 2 i u') 0 N F z 1) ui �v�i3 g cf) °a db a CC N t�1 � N riry rEiC ElV MAY 0 6 004 co) J PERMIT CE I z � a w� O J � W CID aW O � _ M j U co) < wo ma � =Z SHEEP N0. � 51.6 PROJECT NO. � 10966 19 to 1� 7 • MULTIPLE STUDS (MINIMUM 2 U.N.O.) AT EACH END OF PANEL NAILED AS BUILT –UP POST 2. HOLDOWN PER PLAN 3. WOOD STUD . 4. BLOCKING REQUIRED AT SHEATHING PANEL JOINTS 5. ,ANCHOR BOLTS 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. FINISHED FLOOR (s) (6) A (z) �t 1 S t i f t ; _(3) ==4 ==411 1 • MULTIPLE STUDS (MINIMUM 2 U.N.O.) AT EACH END OF PANEL NAILED AS BUILT –UP POST (9) 2. WOOD STUD 3. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 4. BLOCKING REQUIRED AT SHEATHING PANEL .0 _ Jj_ JI— JI_ JOINTS 5. SIMPSON STRAP PER SCHEDULE 6. HOLDOWN PER PLAN (5) 7. - ANCHOR BOLT II �I g. FIRST FLOOR LINE g, SECOND FLOOR LINE � it �I III �� II II III (4) 1 J� (7) J � (6) S � ., . �,, „ ... . . _, , . �, t .. . 'I'�"' *0y�► ...r..' wy'•7A..1"� Mw �w'�•�►sr• lc•�.r `t .w�Fl.�!�•"' � • th�ws.rle. ���, - �....,,. .: g.,. r 1 ra 3 I 4 I 6 r 7 16' MIN. /S1 I A IV I C LATERALREtsi AINT PANEL A4fl (s) lu I E (a) VA], I .0 PANEL EDGE NAILING. ALSO NAIL TO EDGE OF SHEARWALL TOP PATES SAME AS EDGE NAILING DOUBLE STUDS AT SHEARWALL EDGES. 2. iVA NAIL STUDS TO ADJACENT STUD WITH mm w I ON ffA I ON d AV, irA J d I&A, WA" 3. SHEATHING AND NAILING PER PANEL EDGE NAILING. ALSO NAIL TO TOP SHEARWALL SCHEDULE (s) 4. II !� NAILING STUD WITH STRAP AT WALL BELOW SHEARWALL DETAIL AT SECOND FLOOR WITH MST STRAP n HOEDOWN - 1. PANEL EDGE NAILING. ALSO NAIL TO EDGE OF SHEARWALL TOP PATES SAME AS EDGE NAILING DOUBLE STUDS AT SHEARWALL EDGES. 2. HOEDOWN STRAP REQUIRED BOTH NAIL STUDS TO ADJACENT STUD WITH ENDS OF SHEARWALL 3. SHEATHING AND NAILING PER PANEL EDGE NAILING. ALSO NAIL TO TOP SHEARWALL SCHEDULE (s) 4. PROVIDE PANEL EDGE NAILING AT NAILING STUD WITH STRAP AT WALL BELOW RJ TYPE HOEDOWN REQUIRED BOTH 5. 12' O.C. FIELD NAILING EDGES OF SHEARWALL 6. FLOOR SHEATHING SHEATHING AND NAILING PER SHEARWALL 7. RIM JOIST OR JOIST SCHEDULE 8. SIMPSON A34 FRAMING ANCHOR AT (7) SAME SPACING AS JOISTS ( SHEARWALL DETAIL AT SECOND FLOOR WITH MST STRAP n HOEDOWN - SHEARWALL DETAIL WITH SIMPSON STRAP TIE HOEDOWN AT FLOOR SUPPORTED BY FOUNDATION SCALE: N.T.S. I F SCALE: N.T.S. i� i� OF �� WO,? ' "w. w, '* IL SG1LE: N.T.S. - 1. 2x TOP PLATE 2. CONTINUE HEADER TO END STUD 3. 8d O 3" O.C. EACH WAY ON HEADER 4. SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. (2) 1 O NAILS TO HEADER 6. CORNER END STUD AS OCCURS 7• (2) 2x STUDS OR 4x POST 8• 8d O 3" O.C. ALL PLATES, HEADERS AND STUDS 9. 1/2* NOMINAL APA RATED SHEATHING 10. 2 - 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER 11 • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 12. 8d O 3" O.C. INTO EACH PLATE 13. TOP OF CONCRETE A. ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS. 8. RAISE STEM WALL HEIGHT AS REQUIRED TO MAINTAIN 8' -0" MAX. PANEL HEIGHT. L q 01 cn c" 0 r J V Z �� otf LU All IL 0) ui ' W U N CO) O LU o 00 z '0) O = Z z W eu W a lz a: 9L N lil Z 3: O 0 J O Z fIT�(ElF 1��!KWI!p MAY 0 6 2004 w Q PERMIT CENTER O J J � O � LU �ma �xw � cn c SHEET NO. S1.7 PRQIECi NO.� 10966 k t • - v . . . �r'�il ►/�'r^ •wrr� srr7�Yw//la+�+ «* uA`►1 •r•,wrylr r *�'�r f�fA's...+ . �+MA� . _ . .,ailrrn. �. - w�rw�,r, «.,�...ro.».....AM.ar nw..r•.nw, +r*r► . 1. EDGE OF SHEARWALL 2. DOUBLE STUDS AT SHEARWALL EDGES. NAIL STUDS TO ADJACENT STUD WITH (2) 3. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING 4. RJ TYPE HOEDOWN REQUIRED BOTH (e) EDGES OF SHEARWALL (g) 5. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 6. PANEL EDGE NAILING AT SILL PLATE 7. ANCHOR BOLTS PER SHEARWALL SCHEDULE (10) 8 BASE PLATE NAILING �> >) 9. FLOOR SHEATHING 10. RIM JOIST 11. TREATED BASE PLATE SHEARWALL DETAIL WITH SIMPSON STRAP TIE HOEDOWN AT FLOOR SUPPORTED BY FOUNDATION SCALE: N.T.S. I F SCALE: N.T.S. i� i� OF �� WO,? ' "w. w, '* IL SG1LE: N.T.S. - 1. 2x TOP PLATE 2. CONTINUE HEADER TO END STUD 3. 8d O 3" O.C. EACH WAY ON HEADER 4. SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. (2) 1 O NAILS TO HEADER 6. CORNER END STUD AS OCCURS 7• (2) 2x STUDS OR 4x POST 8• 8d O 3" O.C. ALL PLATES, HEADERS AND STUDS 9. 1/2* NOMINAL APA RATED SHEATHING 10. 2 - 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER 11 • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 12. 8d O 3" O.C. INTO EACH PLATE 13. TOP OF CONCRETE A. ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS. 8. RAISE STEM WALL HEIGHT AS REQUIRED TO MAINTAIN 8' -0" MAX. PANEL HEIGHT. L q 01 cn c" 0 r J V Z �� otf LU All IL 0) ui ' W U N CO) O LU o 00 z '0) O = Z z W eu W a lz a: 9L N lil Z 3: O 0 J O Z fIT�(ElF 1��!KWI!p MAY 0 6 2004 w Q PERMIT CENTER O J J � O � LU �ma �xw � cn c SHEET NO. S1.7 PRQIECi NO.� 10966 k t • - v . . . �r'�il ►/�'r^ •wrr� srr7�Yw//la+�+ «* uA`►1 •r•,wrylr r *�'�r f�fA's...+ . �+MA� . _ . .,ailrrn. �. - w�rw�,r, «.,�...ro.».....AM.ar nw..r•.nw, +r*r► .