Loading...
HomeMy WebLinkAboutBLD2009-01089 Final SFR - BLD Permit / Conditions - 5/24/2010 Inspection Line(360)427-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670,ext.352 Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton,WA 98584 RESIDENTIAL BUILDING PERMIT BLD2009-01089 OWNER: RICHARD BUCK CONTRACTOR: LICENSE: EXP: RECEIVED: 12/28/2009 SITE ADDRESS: 1290 NE OLD BELFAIR HWY BELFAIR ISSUED: 2/8/2010 PARCEL NUMBER: 123201301000 EXPIRES: 8/8/2010 LEGAL DESCRIPTION: N1/2 SW NE ELY OF R/W PROJECT DESCRIPTION: DIRECTIONS TO SITE: New residence along the Union River. FROM BELFAIR NORTH 1 1/4 MILES ON THE OLD BELFAIR HWY FIRST DRIVEWAY ON THE RIGHT AFTER CROSSING THE UNION RIVER BRIDGE General Information Construction&Occupancy Information Square Footage Information No. of Bedrooms: 3 Type of Constr.: VB Type of Use: SF Insp.Area: No. of Bathrooms: 2 Occ. Group: R-3/U Lot Size: Deck: Type of Work: NEW Fire Dist.: 2 No. of Stories: 1 Occ. Load: Building:1,510 Garage-Attached 484 Valuation: Building Height: 19 Occ. Status: Primary Basement: Manufactured Home Information Setback Information Shoreline&Planning Information Make: Length: Ft. Front: W 150.0 Ft. Shoreline: 230.0 Ft. Water Body: Union River Rear: E 200.0 Ft. Slope: Ft. SEPA?: No Shoreline Desi Model: Width: Ft. Side 1: N 25.0 Ft. g•: Rural Year: Serial No.: Side 2: S 130.0 Ft. I Comp. Plan Desig.: Rural Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Dishwasher 1 Exhaust Hood 1 Plan Check Fee TW 12/28/200 $893.46 S12009000 Hosebibs 2 Ventilation Fan 3 EH Plan Review TW 12/28/200 $103.00 Si2oos000 Kitchen Sink 1 Dryer Vent 1 Water Adequacy Plan Review TW 12/28/200 $41.00 512009000 Lavatories 3 Address Fee TW 12/28/200 $173.50 S12009000 Water Closets (Toilets) 2 Planning Review Fee TW 12/28/200 $205.00 S12009000 Water Heaters 1 Fire Warden Review TW 12/28/200 $73.00 S12009000 Bath Tubs 2 Building Permit Fee TW 12/28/200 $1,374.55 S12009000 Clothes Washer 1 Building Permit Fee TW 12/28/200 $1,374.55 S12010000 Building State Fee LDK 1/19/2010 $4.50 S12010000 Mechanical Base Fee LDK 1/19/2010 $28.50 S12010000 Mechanical Permit Fee LDK 1/19/2010 $49.20 S12010000 Plumbing Base Fee LDK 1/19/2010 $24.70 S12010000 Plumbing Permit Fee LDK 1/19/2010 $101.90 S12010000 Total $4,446.86 BLD2009-01089 Please referto the following pages for conditions of this permit. 1 of 5 40 CASE NOTES FOR BLD20 0 9-01 0 89 CONDITIONS FOR BLD2009-01089 1) Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28. X t.. ­11 2) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections being performed or approvals granted. X 3) The plan review check list and corrections are part of the approved plans and must remain thereto. It is the responsibility of the applicant to make the corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or removal of approved documents will result in failure of required building inspections. X 4) THE FOUNDATION SYSTEM SHALL BE PLACED ON UNDISTURBED, NATIVE SOIL. 5) The"approved" site plan is required to be on-site for inspection purposes. If an inspection is requested and the"approved" site plan is not on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. X 6) Washington State Energy Code Compliance has been approved using the following: Heat Type: Electric or other fuels, Compliance Method: Prescriptive option IV, Window(Max U-Factor):0.35, Skylight(Max U-Factor):0.58, Doors (Type/Max U-Factor):0.20 or less, Wall insulation R-21, Floor insulation R-30, Ceiling Insulation R-38, Vault Insulation R-38 (see exception), Slab Insulation R-10. Exception: R-30 insulation may be installed, up to 500 sq. ft., in single rafter or joist vaulted ceilings where the distance of the top of the ceiling and the underside of the roof sheathing is less than 12-inches and there is 1-inch vented airspace above the insulation. X < 7) Per IRC -SECTION R905- REQUIREMENTS FOR ROOF COVERINGS - R905.1 Roof covering application. Roof coverings shall be applied in accordance with the applicable provisions of this section and the manufacturer's installation instructions. X BLD2009-01089 Please referto the following pages for conditions of this permit. 2 of 5 8) A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater Management Application/Worksheet the document entitled "Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan" constitutes an approved plan based on the criteria listed on the application/worksheet. If the development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other, parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final inspection of the building permit the owner/agent/contractor is acknowledging that all components of the stormwater management system have been installed as approved on the stormwater site plan. X � 9) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered. A. Drainfield/ Reserve requires a 10ft setback from all footing/foundations. B. Septic tank(s) requires 5ft setback from all footing/foundations. C. No foundation drains within 30ft, down gradient of drainfield/reserve area. 10) Concrete used for basement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2). 11) The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more than 150'from an approved access road. Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where such roads connect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road. X — i,-_, 12) Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. X 13) All construction must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation. X 14) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25'of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. X BLD2009-01089 Please refer to the following pages for conditions of this permit. 3 of 5 1 15) All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction. 16) CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspections. X 17) All property lines shall be clearly identified at the time of foundation inspection. X �� 18) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. X 19) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit holder have prevented action from being taken. No more than one extension may be granted. X 20) Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connectors, and flashing. Install metal connectors approved for contact with the new types of pressure treated material. X 21) Retaining walls needed to support a surcharge such as structures, roads, or to support slopes, shall require a separate building permit and approval prior to construction of the retaining wall.X 22) By definition, propane tanks and heatpumps are structures, which must meet setback conditions. Please check your"Approved Site Plan"to ensure these structures meet the setback conditions listed. X 23) Landings and stairs must meet the same setback conditions as any permitted structure; and, must be shown on your site plan. Please check your "Approved Site Plan" to ensure these structures are shown and meet the setback conditions listed. X 24) A Road Access Permit or Approval must be granted by the Mason County Department of Public Works. For more information contact Public Works, at (360)427-9670, ext. 450. The building permit will not be"finaled" until the permit holder can show proof that the access permit from Public Works has been "finaled"and approved. BLD2009-01089 Please refer to the following pages for conditions of this permit. 4 of 5 f 25) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 26) Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. X — ti�-- 27) 1. First habitable floor must be elevated at least 1 foot above surrounding grade of 56 feet Base Flood Elevation. X 2. Foundation or skirting vents must be within 1 foot of grade. X 3. An elevation certificate must be completed by a licenced land surveyor certifying the as-built elevation of the first floor to the nearest 10th of a foot prior to final inspection. 28) Prior to final approval, all upland areas disturbed or newly created by construction activities shall be seeded, vegetated or given an equivalent type of erosion protection (silt fencing or straw matting). X This permit becomes null and void if work orconstruction authorized is not commenced within 180 days,or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. Proof of continuation of work is by means of a progress inspection.The owner or the agent on the owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspecti n OWN ER OR AGENT: @ DATE: BLD2009-01089 Please referto the following pages for conditions of this permit. 5 of 5 o CONCRETE MECHANICAL MANUFACTURED HOME o0 o 0 Footings !Setbacks Date �� � y Ribbons Gas Piping C:) Intenor Date By interior-Date By paw By co Exterior Date -2,5�>/D By Exterior- Date B n CD INSULATION Set-up _ Point Load!isolated Footings Date By D BG 1 SLAB INSULATION Date By Data FIRE DEPARTMENT _ 0 Foundation Walls Floors Date By Date 3 _ By Data By DECKS FRAMING Wails Data By Date -2._3 IC;: By Data By % PROPANE TANKS PLUMBING vault Date By Date By OTHER Groundwork Attic Type Date By Date By on Date By D.w.v DRYWALL Type. Date J 7 2 A� By Int Brace Wall Date By W Date By FINAL INSPECTION p CD Water Line Fires Seperation N CD Date By Date By Dale ` rZ �' By �� p m w Pass or Request Inspect. o Type of Insp. Fail Date Date Done By Comments a co m sFT w Ova 0 '1-1C / 77 8 c � 5 S' ,r -1 a �►t/v sv� L y 0 CD V � WILL Ile 0 MA$9N COUNTY RESIDENTIAL PLANS SUBMITTAL CHECKLIST Owner's Name: Date: Reviewed By: Documents: Building permit application complete STORM WATER WORKSHEET COMPLETED Planning intake checklist complete Site plan includes allowable building ar oof overhands,decks,etc. Fire apparatus access road info requir Energy code application 4 Electric wall heater O Electric central furnace O LPG Furnace O HP w/elec.Finn. O HP w/LPG furn. O Boiler(heat type) O Other. Specify Mechanical/plumbing application-WATER HEATER fuel type/location: Engineering � o - Snow Load: -- , Seismic: 7 VN Stock plan: ROVED Snow Load: Seismic: Manufactured Homes-4 FLOOR PLANS Foundation type: 0 ANSI/Manf.Method ❑ Engineered footing/found. ❑ Basement Decks: ❑ Covered? ❑ Uncovered over 4 x 6 and 30"? - construction plans required Construction Plans: 0 3 COMPLETE SETS 0 Plans legible ❑ Recognized scale 0 Elevation views ❑ Cross section 0 Foundation plan ❑ Roof framing plan ❑ Floor plan-use of rooms noted(all floors) ❑ Floor framing-all floor levels 0 Deck framing including covered porch framing Plan Details: Roof framing details,truss layout may be needed(hip and girder location shown)-A2AeY.-�— V1� Wall framing-does bearing wall he' t exceed 10'(engineering ma be required). Z (� (p t��. Floor framing: floor joists ` x spacing? floor earns: Window headers: typical header 4 X L Garage door header: �( Foundation: footing size,reinforcement 20 X t r --4 Concrete walls-does concrete wall height exceed 8'?engineering may be required) --,-U Landings at all exits? Less than 30"above grade? Y/N �9 Heated by furnace-location: �] Fireplace/stove information shown-fuel type: Location(s): Window sizes marked on plans Braced wall panels(shear walls)marked on plans? --© 2-story garage: (engineering may be required) I"story of two story D I-45%,D2-55% '.OM MNTS: :NGINEERING REQUIRED ❑ Braced wall panels/brace wall lines are*not marked on plans (R602.10) ❑ Amount and location of bracing does not meet minimum required in Table R602.10.0 IESIGN CRITERIA: All notes and details required as a result of the engineered analysis shall be transferred onto proposed building plans. And 85 MPH, Exposure B(unless proven otherwise). Seismic Zone: , Snow psf. tREGULAR BUILDINGS R301.2.2.2.2 regular portions of structures shall be designed in accordance with accepted engineering practice. A portion of a building shall be )nsidered to be irregular when one or more of the following conditions occur: ❑ 1)Exterior braced wall line or B WP cantilevered or offset by more than 4' ❑ 2) a.Roof/floor is not laterally supported on all edges b.Portion of roof/floor extend>than 6 ft.beyond the braced wall line. ❑ 3)End of BWP extends more than 1 ft. over an opening more than 8 ft in width below. 0 4)Opening in a floor or roof exceed the lesser of 12 ft.or 50%of the least floor or roof dimension. ❑ 5)Portions of floor level are offset vertically 0 6)Shear wall lines do not occur in two perpendicular directions. ❑ 7)When a story above grade includes masonry or concrete construction(fireplaces/chimneys/veneer)entire_story shall be designed in accordance with accepted engineering practice. Wpermit tech checklist—02-05-2008 I I Name R IC h-fK 7 IC Parcel# 101 3 R.O/ 3 O/ O D O BLD# Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 1 of 2) Per Mason County Code,Title 14, Chapter 14.48 a stormwater site plan is required whenever a building application is made for residential development, or redevelopment',with more than 2,000 square feet of impervious surface'. 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,structural development including construction,installation or expansion of a building or other structure,and/or replacement of impervious surface that is not part of a routine maintenance activity,and land disturbing activities associated with structural or impervious redevelopment. 'Common impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater.Open,uncovered retention/detention facilities shall not be considered as impervious surfaces. To Calculate impervious Surfaces Please Complete This Table Surface Type Length X Width = Area *All dimensions in feet Buildings X -9 _ tea, X = Measurements for buildings are taken at the X _ perimeter of the farthest projections(example: eaves/gutters) X = Driveways X = X = Length of drive begins at the right of way X = Parking Areas X X = Any paved, gravel or packed area per definition above table X = Patios/Walks X X = Any paved, gravel or packed area per definition above table X = Others X X If the total impervious area of the proposed site X = development is greater than 2000 square feet a a _ r Small Parcel Stormwater Site Plan is Required :Total ImpervlouS Surface/fires(sum ffil .ryas ' -7 If the Total Impervious Surface Area is LESS THAN 2000 Square Feet, please read,acknowledge and sign below. Raced Upon the informatinn Man have prnvided a Niormwa nr.4ity Plan LC NnT ra�.IljCed for this develnz ment actives._ OwnerBuilder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described roperty for review and inspection as may be required. X Owne Agent/Contractor(circle one)Date: If the Total Impervious Surface Area is GREATER THAN 2000 Square Feet,please read,acknowledge and sign the information provided on page 2 of 2. Page 1 of 2 MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT WSEC/VIAQ Compliance Application Owner:Rl� D �vclL Telephone- Parcel#: L _ 0 OFC) Type of project New Residence ( )Addition ( ) Remodel Total Sq. Ft. 1S Floor : 1 2 nd floor: Heated Basement: of heated area:: /, " 1 15./0 Heating System Type: ®Electric wall heater O Electric Central Furnace O LPG Furnace O Heat Pump with electric furnace O Heat pump with gas furnace O Boiler, specify fuel type: O Other: Specify Glazing ® Prescriptive Option see reverse side circle one: I II IV Percentage: Compliance Method O Component Performance , Chapter 5— Calculation worksheets required % Check one:: O Systems analysis, Chapter 4 ® Whole House Ventilation system O Whole House Ventilation using a Heat Ventilation using exhaust fans&window or wall fresh air Recovery Ventilation System (vlaQ 303.4.4) System vents (VIAQ 303.4.1) Check one O Whole House Ventilation Integrated O Whole House Ventilation using an inline with a Forced Air System (VIAQ 303.4.2) supply fan. VIAQ 303.4.3) Window & Door Schedule (If needed, attach an additional sheet) Total Manufacturer Room/location U-Factor Size Quantity Square Feet Windows: L l.i tylO U 0 3 �NA so'- LJ a o_ - 0 / C� �•� r� ►� l a— O l L � , V vet © — La Windows: Total Sq. ft. 5 Doors: Doors: Total Sq. Ft Total window and door area f 7 3 Total window &door area / 9 3 /(divided by) total sq.ft of heated area Js�� _ /C�.� %of glazing MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Permit Assistance Center SHELTON (360) 427-9670 BELFAIR (360)275-4467 Elma (360)482-5269 FAx: (360)427-7798 WEB SITE: www.co.mason.wa.us P.O. Box 186, SHELTON 98584 2006 Washington State Energy Code (WSEC) 2006 Ventilation and Indoor Air Quality Code (VIAQ) Effective July 1, 2007 Code Compliance Application Form The following information will be required for the WSEC and VIAQ plan review: 1. Complete the Washington State Energy Code/Ventilation and Indoor Air Quality Code (WSEC/VIAQ) application located on the reverse side. 2. The window and door schedule should include all windows, skylights, sliding glass doors, french doors and any other door with 50% glass or more. Use rough opening dimensions of windows and doors to calculate size. It is always helpful to list the u-factors of windows and doors, if known. If you do not know u-factors, the plan reviewer will assume all window& door glazing will have a u-factor of .35 or less. When using the area weighted average method to comply with the prescriptive path include calculations with submittal documents. 3. On your building plans note the location and fuel type of heating system, water heater, location of exhaust fans (bathroom, laundry, kitchen, etc.) and R-factor of proposed insulation for walls, floors, ceilings, and slabs. Outdoor lighting, permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires or motion sensor with integral photocontrol photosensor. All linear fluorescent fixtures must be fitted with T-8 or smaller lamps, but not T-10 or T-12 lamps. To verify compliance, provide lighting information on plans. 4. Questions? Call Mason County Community Development at (360)427-9670 ext. 352. Additional WSEC and VIAQ compliance information is also available on the WSU-Energy Program website at: http://www.energy.wsu.edu/code/ Prescriptive Requirements " for Group R Occupancy Climate Zone 1, Table 6-1 Glazing Glazing U-factor Vaulted Wall Wall Wall Area%of Door Ceiling Ceiling3 Above interior exterior Slab e Option Floor U 9 2 See note Grade °below a Below Floors on Vertical Overhead Factor below 12 grade Grade Grade I 10% .32 .58 .20 R-38 R-30 R-15 R-15 R-10 R-30 R-10 II* 15%* .35 .58 .20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 IV Unlimited Single Family Res .35 .58 .20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 (R-3)Only *Reference Case/Call(360)427-9670 ext. 352 for footnote information. Log&solid timber wall with a min.avg.thickness of 3.5"are exempt from the above grade wall insulation requirements.Vaulted ceilings shall be limited to 500 sq.ft.of ceiling area for any one dwelling unit. ON-STATE MASON COUNTY �P5 C �� DEPARTMENT OF COMMUNITY DEVELOPMENT 4& MO r S N Planning Division I- o Y y P O Box 279, Shelton, WA 98584 (360)427-9670 1864 NOTIFICATION OF INCOMPLETE APPLICATION January 20, 2010 RICHARD BUCK 23789 BRIXTON PL. POULSBO WA 98528 Parcel No.: 123201301000 Proiect Description: New residence along the Union River. Dear Applicant: You have submitted a permit application (case no. BLD2009-01089) for proposed construction or development in the county. Upon review of your application, I have determined that the contents of the application are incomplete or do not provide enough detail for review. Therefore, review of your application will not proceed until the necessary information is provided (see the comment section of this letter for details.) Once the information is submitted and the application is complete, I will continue to process your application accordingly. If the additional information is not provided to the County within 180 days of this request, the application shall expire and no further action on the proposed development shall take place. Please contact me at (360) 427-9670, ext. 365 if you have questions. Sincerely, 67%_� C'vov'�' Allan Borden Land Use Planner Mason County Planning Department 1/20/2010 Page 1 of 2 BLD2009-01089 NOTIFICATION OF INCOMPLETE APPLICATION 1/20/2010 Case No.: BLD2009-01089 Comments: am writing to inform you of a floodplain determination for your property in regard to your building permit noted above. In making my determination, I relied on the Mason County GIS images for the area and the Flood Insurance Rate Map (FIRM), Community Panel Number 530115 0135 C, effective May 17, 1988. 1 have included photocopies of the relevant portion of the referenced documents so you can see how I made my determination. My review of this site is limited to in office review with the FIRM map and the GIS images; but my determination can be verified by site inspection. The map and images at the same scale overlap very closely. From the comparison, the property is on the west side of the Union River and accessed by the driveway from Old Belfair Highway. The proposed residence at the north end of the property and the Union River is about 250 feet away to the east. The property topography undulates at close to the 60-foot contour, nearly as high as the contour along the river to the east. At the 1:1,000 scale, the proposed residential structure is within the mapped floodplain boundary, but outside of the floodway margin to the east. The measured Base Flood Elevation for this vicinity of the Union River is 56 feet, as noted on the FIRM panel 530115 0135 C enclosed. Mason County has an on-going flood damage prevention program, implemented through the standards of Ordinance No. 87-08. Mason County has certain standards that must be implemented in the review of a building permit for a building identified as within the floodplain. 1. First habitable floor must be elevated at least 1 foot above the Base Flood Elevation. 2. An elevation certificate must be completed by a licensed land surveyor certifying the as-built elevation of the first floor to the nearest 10th of a foot and submitted to Mason County prior to final inspection of the structure. 3. Foundation or skirting vents must be within 1 foot of grade. For this reason, your building permit is found to be incomplete. Further review of the permit is held up until the applicant has confirmed that the needed foundation venting is included in the construction plans and the flood elevation certificate will be provided as a condition of occupancy. If you have further questions please don't hesitate to call me at the number above. I can be reached at extension 365. 1/20/2010 Page 2 of 2 BLD2009-01089 I 1 JOINS PANEL 0070 Ml ' 141 itil V ~ l ,p 4 y ¢ � d e .;. .. P➢y Y a ,�j y p . f ,�'rr,yq t t4 mn iz 5' `•.• &`R ,>, S,- ';A wig' Y Wi. �& i � r x�•r'"a '� + t � �� � z_ �',s„� :� ixa,: "�'�' • F /e�'1 t, � �, � � �'�' a�� fag >, ►s �jr RM 93 f- PIMP � ' Y 9 { 5. yy , \ d 3 s w X R M 91 su OIN 86 • // v � 84 )) Cc ZONE B 8 17CP a 0 ZO N E A2 Y. 68 64 ZONE C ZONE E` � * ol RM99 ZONE B If / 6,0 ', 20/� 45 L — �� X RM95 ZONE I e B 11 / ZONE B Union f River JI R M93 a 3 >, 2 II y ZONE B - -1 I � ~�24 E 1' II U ZONE A2 I .^ J / j f ! s k r APPROXIMATE SCALE IN FEET Pay _ � ' g 1000 0 1000 NATIONAL FLOOD INSURANCE PROGRAM i FLOODWAY FLOOD BOUNDARY AND FLOODWAY MAP MASON COUNTY, WASHINGTON (UNINCORPORATED AREAS) ' PAN F L 135 OF 300 (SEE MAP INDEX FOR PANELS NOT PRINTED) f Al COMMUNITY-PANEL NUMBER ,� 5.10115 013� aA EFFECTIVE DATE: MAY 17, 1988 r W ,. 8 _ Federal Emergency Management Agency FORM MUST BE COMPLETED IN INK MASON COUNTY PERMIT NO. Pv D2„LQ": PLEASE PRESS HARD BUILDING PERMIT APPLICATION 426 W. Cedar• P.O. Box 186, Shelton, WA 98584 Shelton (360) 427-9670 • Belfair (360) 275-4467 • Elma (360) 482-5269 On the web www.co.mason.wa.us APPLICANT INFORMATION CONTRACTOR INFORMATION Owner H A K(� !-i J C- Company Name Mailing Address 11 r 1 )winiA s - Mailing Address City 1 ,I Q State IJ 14 Zip Code ' :;z y City State Zip Code Phone-)t-2-''`22-1 S 7 a6 Other Ph. Phone Other Ph. Lien/Title Holder 0,Ic A A A ZAc)G WK Contractor Reg. #�_ Exp. E mail address E Mail Address Drivers Lic.# DOB Drivers Lic. # DOB SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic T— Existing Septic Connect to Water System Name of Water System Well Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No. Fire District Legal Description 5 GL) OE- SLY OF R �• Site Address (Please include street name, street number and city)il,@3 — Directions to site' +JL era + "14 c �'TN F �• r �G' i 4o��—L 101 " c Will timber be cut and sold in parcel preparation?Yes/ No Is property within 200' of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Blu s 15 0 Is this permit submittal the result of a Stop Work Notice, Correction Notice or other enforcement action?Yes/No TYPE OF JOB - New-.g,_Add Alt Repair Other PRIMARY RESIDENCE] SEASONAL E]Use of Building "-0 r,F- Describe Work No. of Bedrooms No. of Bathrooms Square Footage- 1st Floor_ 1_:50/_[' 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION - Make Model Year Length Width Serial No. No. of Bedrooms No. of Bathrooms Type of Heat Purchase Price $ Replacement Unit? Yes/ No Installer Name Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or the contractor. I further declare that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. This permit/application becomes null & void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OFA PROGRESS INSPECTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. X ..�,, Date: +l1/1g/o 9 Owner/Owners Representative/Contractor (indicate which one) FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department + �� iC �'�- r Planning Department " Q ,v^ Environmental Health Department 0C .. Fire Marshal FEES Building Permit Fee Site Inspection Plan Review Fee EH Review Fee Plumbing & Base Fee Planninq Review Fee Mechanical & Base fee Other Wood /Gas / Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal Valuation $ TOTAL FEES MASON COUNTY PERMIT NO. PLUMBING/MECHANICAL PERMIT APPLICATION 426 W. Cedar- P.O. Box 186, Shelton, WA 98584 Shelton (360) 427-9670 - Belfair(360) 275-4467 - Elma (360) 482-5269 On the web www.co.mason.wa.us APPLICANT INFORMATION CONTRACTOR INFORMATION Owner Company Name MailirIg Address23:2 131ki Y Tn►.1 Mailing Address City tate ta.1 I$ Zip Code City Mate Zip Code Phone `fl"- 'L 7M, Other Ph. Phone Other Ph. Lien/Title Holder RIC Ak u Clot:. & Contractor Reg. # Exp. E mail address E Mail Address Drivers Lic.# �' '� ,°-ram + �" DOB Drivers Lic.# DOB SEPTIC INFORMATION - Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No. Fire District Legal Description Site Address (Please include street name, street number and�iity) z- - J i Directions to site I'-Rvr' ► Le tf�R. NO PTt+ Is property within 200'of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff—Stream—Slopes or Bluffs > 15% TYPE OF JOB - New Add Alt Repair Other Use of Building / +% j G� Location of Fixtures/Units - 1 st Floor 2nd Floor Basement Garage Closet PLUMBING FIXTURES (Show Number of each) MECHANICAL UNITS Type of Fixture No. of Fixtures Fees Fuel Type:Electric _ LPC-z__ Natural Gas Heat Pump_ Toilets Type of Unit No. of Units Fees Bathroom Sink Furnace Bath Tubs Heatpumps Showers Spot Vent Fan Water Heater Propane Tank Clothes Washer Gas Outlets Kithen Sinks Wood/Gas/Pellet Stove Dishwasher Kitchen Exhaust Hood Hosebibs 2 — Dryer Vent Other Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL OWNER/BUILDER Acknowledaes submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I further declare that I am entitled to receive this permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. Date: Owner/Owners Representative/Contractor (indicate which one) FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Planning Pd Ck# Date Bld Pd Receipt No. DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department � g��0 A� Occ Grou w"3 Type Constr.�� 1/ Planning Department Environmental Health Department FEES Plumbing & Base Fee Site Inspection Mechanical & Base fee UFC Plan Review Fee Wood /Gas/Pellet Stove Fee Other Violation Fee TOTAL FEES RECEIVED x.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATEMAR 2 9 2010 OMB NO. 1660-0008 Federal Emergency Management Agency Expires March 31, 2012 National Flood Insurance Program Important: Read the instructions on paq,28-W. CEDAR ST. SECTION A-PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name ", Policy Number /CfC-H.Ar` 1 A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.) r P.O.Route and Box No. Company NAIC Number 14- City BeL��l�'; State i ZIP Code (� ti / A3. Property Description(Lot and Block Numbers,Tax Parcel Number,}egal Descript�'gn,etc.) %5 S �L.'� /L'C� CLy �.F !./ (.c / f/i°L � JZ� A4. Building Use(e.g.,Residential,Non-Residential,Addi%on,Accessoryry,etc.) e /� +�/ e"L A5. Latitude/Longitude:Lat. `�7 �f-�-� 7G. 16tj 1 Long.%Z �` 4 CC-IV1 Z: - Horizontal Datum: ❑NAD 1927 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number_ A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) — sq ft a) Square footage of attached garage sq ft b) No.of permanent flood openings in the crawlspace or b) No.of permanent flood openings in the attached garage enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? ❑Yes [,RNo d) Engineered flood openings? ❑Yes [K No SECTION B-FLOOD INSURANCE RATE MAP(FIRM) INFORMATION t31.NFIP Gommunity Name&Community Number I ' B2.County Naine/ B3.State l mh, 5&) (OLWti'i Gvh'S�f/A.IV-TON 53-:'L(�_ �i'�JN t' /4- B4.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel B8. Flood B9.Base Flood Elevation(s)(Zone i3 tr Date Effective/Revised Zone(s)5� AO,use base flood depth) � i- �vr� C � ,.. � t"t 2- C-OmAll, 0 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑FIS Profile P<FIRM Community Determined ❑Other(Describe) B11. Indicate elevation datum used for BFE in Item B9: K NGVD 1929 ❑NAVD 1988 ❑Other(Describe) B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes DkNo Designation Date I-'-- ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑Construction Drawings* VXBuilding Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagr m specifigd in Ite��j A7. Use the�,sgme datum as the BFE. -7 C� 4, Benchmark Utilized b Q I' p N Ail. -r(�f_L 7-r Lq l Vertical Datum 9 'i� Conversion/Comments I u C�L — 7 U G7 (i[ Z o Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) '5 ZZ feet ❑meters(Puerto Rico only) b) Top of the next higher floor _❑feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) eet ❑meters(Puerto Rico only) n,r d) Attached garage(top of slab) ,=) -7 I(�reet ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building .-IDeet ❑meters(Puerto Rico only) (Describe type of equipment and location in Comments) feet meters Puerto Rico only) f) Lowest adjacent(finished)grade next to building(LAG) .�[` ❑ ( Y) g) Highest adjacent(finished)grade next to building(HAG) .ft2leet ❑meters(Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs,including Y S .!�L[a-feet ❑meters(Puerto Rico only) structural support SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation r information. I certify that the information on this Certificate represents my best efforts to interpret the data available. atiF X. _.U . I rstand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. and7heck here if comments are provided on back of form. Were latitude and longitude in ection A provided by a 1 ( J licensed land surveyor? in ❑ No 1 Cl C ifier s N a Lice se Number !1 T q r✓ ` 1 Title-� com and ame Address(\ City Z G State v r P Code rI t 41, i� 2v( 7-fe2 �� ; Signature/ Date 1, Telephone �r FEMA Form 81-31, Mar 09 See reverse side for continuation. Replaces all previous editions IMPOK'i ANT: In these spaces,copy the corresponding information from Section A. For Insurance Company Use: Building Street Address(including Apt;;,,Unit,Suite,and/or Bldg,,No.)or P.O.Route and Box No. Policy Number city State r i C �,r ZIP ode Company NAIC Number SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agenticompany,and(3)building owner. Comments Al } l � < 1' G ut� � �� '� D(Z �i � : C- � � GL1C LT �L) e Ata1Nj9?- RIM& /Z l '' Signature I i Date > *Z ZlV t L ❑ Check here if attachments SECTI N E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQ IRED FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Items El-E4,use natural grade,if available. Check the measurement used. In Puerto Rico only,enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or ❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet []meters ❑above or ❑below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pies 8-9 of Instructions),the next higher floor (elevation C2.b in the dianrams)of the building is __. n feet n meters ❑above or I 1 below the HAG. L3. Attacheu garage(top of slab)is LJ feet LJ meters LJ above or LJ uelow the FiAG. E4. Top of platform of machinery and/or equipment servicing the building is _❑feet ❑meters ❑above or ❑below the HAG. E5. Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments SECTION G -COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E), and G of this Elevation Certificate. Complete the applicable item(s)and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3. ❑ The following information(Items G4-G9)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building ❑feet ❑meters(PR) Datum G9. BFE or(in Zone AO)depth of flooding at the building site ❑feet ❑meters(PR) Datum G10.Community's design flood elevation ❑feet ❑meters(PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81-31, Mar 09 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address(including Apt., Unit,Suite,and/or Bldg. No.)or P.O.Route and Box No. Policy Number q 0 AIE o i--0 e:-L. F#t 2 / Gt/A City State ZIP Code Company NAIC Number C F Gtffl" °IBSZ(?) If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View"and"Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. 3' Zc112o10 FROM r ViELA-) T. .A A- CSmopA _ w x: i 1 !r• F rti II D �.l� `� l lot Zo l o Building Photographs Continuation Page For Insurance Company Use: Building Street Address(including Apt., Unit,Suite,and/or Bldg. No.)or P.O.Route and Box No. Policy Number 29 O 0L E-L- 1576l L C— cj A- City 6 State WA aQ 5,,,ZP Code Company NAIL Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View"and"Rear View"; and, if required, "Right Side View"and"Left Side View." I LEFT 51DE VIEW !' ~ 3rzq pia L i IIM- M 't • 1 �r .r V l �� Hodge engineering�+ inc. 2.22.10 Letter#10049 RE: 1290 NE Old Belfair HWY Belfair, WA 98528 Hodge Eng. Project #9.0358 Buck Residence Raised Foundation To Whom It May Concern: I have provided the lateral load engineering for the Buck Residence for Glen Miller. Gravity load engineering by others. As an option to the designed foundation the builder may use one of the attached foundation details to raise floor level. 1. If the foundation stemwall is restrained at the top by attached floor joists or a slab the Basement Concrete Wall detail may be used. If a slab is used it shall be attached to the stemwall with 48" #4 bent at the middle rebar at 24" on center. The rebar shall extend 24" into the slab and 24" into the stemwall. 2. If the foundation stemwall is unrestrained the Unrestrained Concrete Wall detail should be used. To avoid cracking of the floor slab on fill it is recommended that fill be placed in 12" lifts and thoroughly compacted with a plat compactor. The drainage shown on the retaining walls may be omitted because the house roof will carry water away from the interior of the foundation. See attached engineering details and calculations for the two types of concrete retaining walls. Please contact a with any questions regarding this project. 2.22.1 Letter 0 37886 John Ffdt4; : This letter i�tie R�` e$s�pr�a(Qprni n of the engineer of record and regards his engineering only. This letter does not alt the btdlderto dfsre and Code requirements. Any schedule or cost impact is the responsibility of the builder or owner. The Building Inspector has the final authority to allow field changes to approved building plans. Hodge Engineering, Inc. John E. Hodge P. E. 261.5 Jahn Ave NW Ste. E5 Gig Harbor,NIA 98337 (253) 857-7055 Fax (253)857-7599 (b)10d MTO EA.JOIST OR BLKNG. (2)10d TOENAILED z RESTRAINED 51' SASEI"IENT SLAB WHEN JOISTS ARE PARALLEL AND UPPER FLOOR JOISTS TO WALL,PROVIDE FULL iei RIM JOIST PER PLAN DEPTH2X BLOCKING 9 24' O/C FOR 2 JOISTS BACK �1! (1)04 1-1/2'FROM TOP JOISTS 9 16' O.C. BACK FILL 1 : 10 MINIMUM SLOPE AWAY *SIMPSON* A35 is EA.JOIST r BOtH SIDES 1X(6 PT PLATE ,s 12 ANCHOR BOLTS 12' O.C.FOR RETAINING WALL \\\\\ \\\\ RESTRAINED RETAINING WALL SCHEDULE HORIZONTAL REBAR AC)qILL WITH FREE\ u- SOIL •4 m PER TABLE I DRAINING WELL WALL HT. ABOVE l��1ALL FTG FTG HOR FTG Q GRADED MATERIAL } ABOVE SLAB SLAB WIDTH WIDTH DEPTH BA AR STEEL N ° \�6ACKFILL ONLY 1/2 10'-6' 10' 8' 36' 10' 6'0.C. 10'D.C. (3)#4 PRIOR TO JOISTS 4 O \� �\ 9'-6' 9' 8' 24' 10' 8'❑.C. 10'❑.C. (3)#4 WATER PROOF 8'-6' 8' 8' 24' 10' 12'❑,C. 12'❑,C (3)#4 VERTICAL REBAR HOOKED INTO \\ \\ \ _ < 7'-6' < 7' s• 16• lo• 18•❑,c, 1s•❑.c (2)#4 O FOOTING 4 EXTEND I \/\/\/\ 10' WALL F❑❑TING DIMENSI❑N 'A' = 20' `n UP 24' MIN. /\\/\\/\ Q 1 \\/\ � CONCRETE (f'c) = 2500 psi (NO TEST REQ'D) \��''o%/iK� VER R REBAR l f ) = 40 ksl (60 ksi, 05) � PASSIVE OIL 250 pcf cf 501L BEAR NG = 1500 psf SPLICE LENGTH = 40 d 24' COMPACTED FILL OR CUT \\ \ Z m FTG.STEEL PER SCHEDULE �� ALTERNATE HOOK \u \ \ •4 DRAIN PVC PIPE W/ IL OPENINGS At BOTTOM 'A'' FILTER FABRIC - NONWOVEN GEO TEXTILE PER TA ENVELOPE IV AROUND DRAIN PIPE 61M JEH ROUTE PER DRAINAGE PLAN 545E1 TENT CONCRETE WALL 15' DRAINAGE BACKFILL MIN. Z UNRESTRAINED RETAINING WALL SCHEDULE (U 04 1-1/2' FROM TOP H W T VERTS = A B KEY* D BAC FILL 1 : 10 MINIMUM SLOPE AWAY 4'-0" 8" 8" #4 ® 18" OC 24" 0 401 \ \\/\\/\\/\\ 6'-0" 8" 12" #4 ® 12" OC 36" 0 4" " cU > \ \ \ 8'-0" 8 12" #5 ® 15" OC 48" 8" 4" \ 102—0 10' 15' #5 ® 8" OC 7'-6n 21" 2 1/2" � n n � n n » n NOTE: LARGE FOOTINGS DUE TO POOR SOIL STRENGTH OBTAIN SOILS REPORT AND WALL DESIGN FOR SMALLER FOOTINGS _ BAGKFILL WITH FREELL DRAINING WELL! Lu ° GRADED MATERIAL } KEY NOT REQUIRED IF BASE IS RETAINED BY SLAB LESS THAN 5%FINES' p W9. OF MDD j tp ua /\\V\\\� Q D/PROOF � CONCRETE (f'c) = 3000 si (NO TEST REQ'D) m HORIZONTAL REBAR ° /� /� /� REBAR (f ) = 40 ksi(60 ksi, 'S) = p Q 4 10� FOR WALLS UNDER Nl� �\ �\ ua PASSIVE SOIL = 25m cf 05 Elm FOR WALLS OVER 6 �j��j��j ACTIVE SOIL = 35 pcf `n VERTICAL REBAR A SOIL BEARINGS = 1500 psf SPLICE LENGTH = 24' A CK�REE D INI MATE IAL HALF OF VERTICAL STEEL MAY BE a ° �� �� �� DISCONTINUED AT 2/3 HEIGHT VERTICAL REBAR A 40 SPLICE f \ \\ FILTER FABRIC - NONWOVEN GEO TEXTILE .a ENVELOPE 18' AROUND DRAIN PIPE �- a \ LESS THAN 5% FINES IN ENVELOPE 44 DRAIN PVC PIPE W/ ROUTE TO DRAINAGE 04 CONT.HORIZONTAL 10' O.G. OPENINGS AT BOTTOM ROOF DRAIN SEPARATE TRANSVERSE 04 REBAR AT 10' O.G. 321.09 JEH I I N T A N /'` N G T I I IA I . I ' I I I I I I Y 1. - r ITZ r i 1 0 If Ideatin { I I TPA I ' 'I• I I --- -- I I� To specify your own Title 2006 IBC 4'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 4'unrestrained concrete wall information. This Wall in File:c:\program files1rp20071un restrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainl2ro.com/su000rtforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139585 2007013 il Data Footing Dimensions & Strengths Criteria [Lo MMMENEWOMMMO Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width _ 1.33 Heel Active Pressure - 35.0 psf/ft Total Footing Width 2.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 9.00 in Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in Key Depth 0.00 in Soil Density,Toe 110.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 Soil height to ignore f'c = 2,500 psi Fy = 40,000 psi Vertical component of active for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf lateral soil pressure options: Min.As /o = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 Ibs -_ at Back of Wall Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in "Design Summary Stem Construction ` Top stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.75 0.00 Overturning = 2.37 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 2.04 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 1,152 Ibs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 3.51 in Rebar Placed at = Center Center Design Data Soil Pressure @ Toe = 1,080 psf OK fb/FB+fa/Fa = 0.206 0.380 Soil Pressure @ Heel = 71 psf OK Total Force @ Section Ibs= 294.0 420.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 320.3 588.0 ACI Factored @Toe = 1,172psf Moment.....Allowable ft#= 1,558.0 1,547.E ACI Factored @ Heel = 77 psf Shear.....Actual psi= 6.1 8.8 Footing Shear @ Toe = 2.5 psi OK Shear.....Allowable psi= 75.0 67.1 Footing Shear @ Heel = 5.7 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 Sliding Cates (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.48 13.95 Lateral Sliding Force = 341.3 Ibs LAP SPLICE IF BELOW in= 12.48 less 100%Passive Force = - 382.8 Ibs HOOK EMBED INTO FTG in= 3.60 less 100%Friction Force = - 312.7 Ibs Masonry Data fm psi= Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = Load Factors - Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= 40,000.0 40,000.0 To specify your own Title 2006 IBC 4'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 4'unrestrained concrete wall information. This Wall in File:c:\program files1rp20071unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139686 2007013 Footing Design Results Toe Heel Factored Pressure = 1,172 77 psf Mu':Upward = 234 44 ft-# Mu':Downward = 59 265 ft-# Mu: Design = 175 221 ft-# Actual 1-Way Shear = 2.55 5.71 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S'Fr Key Reinforcing = #4 @ 18.00 in Key: No key defined summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 394.8 1.58 625.2 Soil Over Heel = 293.7 1.67 489.9 Toe Active Pressure = -53.6 0.58 -31.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 73.4 0.33 24.5 Surcharge Over Toe = Stem Weight(s) = 450.0 1.00 450.4 Earth @ Stem Transitions = Total = 341.3 O.T.M. = 593.9 Footing Weight = 225.2 1.00 225.4 Resisting/Overturning Ratio = 2.37 Key Weight = Vertical Loads used for Soil Pressure= 1,152.4 Ibs Vert.Component = 110.0 2.00 220.3 Total= 1,152.4 Ibs R.M.= 1,410.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title 2006 IBC 6'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 6'unrestrained concrete wall information. This Wall in File:c:\program fileslrp2007Xun restrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainoro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139685 2007013 Criteria Soil Data -A I Footing Dimensions & Strengths Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.17 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 1.83 Heel Active Pressure - 35.0 psf/ft Total Footing Width 3.00 Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 0.00 in 0.00 in Soil Density,Toe 110.00 pcf Key Depth - Key Distance from Toe 0.00 ft Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 Soil height to ignore f'c = 2,500 psi Fy = 40,000 psi Vertical component of active for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf lateral soil pressure options: Min.As /° = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in *Design Summary i LStem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.75 0.00 Overturning = 2.56 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.59 OK Thickness = 8.00 8.00 Rebar Size = # 4 # 4 Total Bearing Load = 2,091 Ibs Rebar Spacing = 12.00 12.00 ...resultant ecc. = 4.11 in Rebar Placed at = Center Center Design Data Soil Pressure @ Toe = 1,173 psf OK fb/FB+fa/Fa = 0.434 0.676 Soil Pressure @ Heel = 220 psf OK Total Force @ Section Ibs= 630.0 819.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,000.1 1,543.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,269 psf Moment.....Allowable ft#= 2,305.E 2,282.0 ACI Factored @ Heel = 238 psf Shear.....Actual psi= 13.1 17.1 Footing Shear @ Toe = 3.8 psi OK Shear.....Allowable psi= 75.0 67.1 Footing Shear @ Heel = 7.7 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.48 13.95 LAP SPLICE IF BELOW in= 12.48 500 Lateral Sliding Force = . Ibs HOOK EMBED INTO FTG in= 3.60 less 100%Passive Force = - 500.0 Ibs less 100%Friction Force = - 565.6 Ibs Masonry Data fm psi= Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= 40,000.0 40,000.0 To specify your own Title 2006 IBC 6'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 6'unrestrained concrete wall information. This Wall in File:c:\program files\rp20071unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139585 2007013 Footing Design Results Toe Heel Factored Pressure = 1,269 238 psf Mu':Upward = 774 253 ft-# Mu':Downward = 213 1,003 ft-# Mu: Design = 561 749 ft-# Actual 1-Way Shear = 3.76 7.68 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S`Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S'Fr Key Reinforcing = #4 @ 18.00 in Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 706.4 2.42 1,708.3 Toe Active Pressure = -70.0 0.67 -46.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 128.4 0.58 75.0 Surcharge Over Toe = Stem Weight(s) = 600.0 1.50 900.6 Earth @ Stem Transitions = Total = 669.4 O.T.M. = 1,555.3 Footing Weight = 450.3 1.50 675.9 Resisting/Overturning Ratio = 2.56 Key Weight = Vertical Loads used for Soil Pressure= 2,091.2 Ibs Vert.Component = 206.1 3.00 618.6 Total= 2,091.2 Ibs R.M.= 3,978.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title 2006 IBC 8'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 8'tall wall retaining 7'6"of soil information. This Wall in File:c:lprogram fileslrp2007\un rostra ined.rps Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retainoro.com/supoortforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139685 2007013 Criteria Soil Data Footing Dimensions & Strengths Retained Height = 7.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 2.33 Heel Active Pressure - 35.0 psf/ft Total Footing Width 4.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 8.00 in 8. in Soil Density,Toe 110.00 pcf Key Depth - Key Distance from Toe1.6767 ft Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 flc = 2,500 psi Fy = 40,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in "Design Summary Stem Construction 1 Top Stem end Stem OK Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.75 0.00 Overturning = 2.51 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.50 OK Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 3,379 Ibs Rebar Spacing = 15.00 15.00 ...resultant ecc. = 5.11 in Rebar Placed at = Center Center Design Data Soil Pressure @ Toe = 1,383 psf OK fb/FB+fa/Fa = 0.694 0.969 Soil Pressure @ Heel = 306 psf OK Total Force @ Section Ibs= 1,274.0 1,547.0 Allowable = 1,500 psf Soil Pressure less Than Allowable Moment....Actual ft-#= 2,870.3 3,928.2 ACI Factored @ Toe = 1,486 psf Moment.....Allowable ft#= 4,137.4 4,055.8 ACI Factored @ Heel = 329 psf Shear.....Actual psi= 26.5 32.2 Footing Shear @ Toe = 9.3 psi OK Shear.....Allowable psi= 75.0 67.1 Footing Shear @ Heel = 13.7 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 23.40 26.16 Lateral Sliding Force 1,194.4 Ibs LAP SPLICE IF BELOW in= 23.40 less 100%Passive Force = - 888.9 Ibs HOOK EMBED INTO FTG in= 6.30 less 100%Friction Force = - 908.0 Ibs Masonry Data fm psi= Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title 2006 IBC 8'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 9,2008 use the"Settings"screen Description.... and enter your title block 8'tall wall retaining 7'6"of soil information. This Wall in File:c:\program files1rp20071unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retawnnro.com/su000rtforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139685 2007013 Footing Design Results Toe Heel Factored Pressure = 1,486 329 psf Mu':Upward = 1,844 681 ft-# Mu':Downward = 434 2,568 ft-# Mu: Design = 1,410 1,887 ft-# Actual 1-Way Shear = 9.33 13.73 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S'Fr Key Reinforcing = #4 @ 18.00 in Key: Not req'd,Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,376.2 3.17 4,360.8 Toe Active Pressure = -70.0 0.67 -46.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 183.5 0.83 153.0 Surcharge Over Toe = Stem Weight(s) = 800.0 2.00 1,601.1 Earth @ Stem Transitions = Total = 1,194.4 O.T.M. = 3,535.7 Footing Weight = 600.4 2.00 1,201.7 Resisting/Overturning Ratio = 2.51 Key Weight = 66.7 2.00 133.4 Vertical Loads used for Soil Pressure= 3,379.1 Ibs Vert.Component = 352.4 4.00 1,410.5 Total= 3,379.1 Ibs R.M.= 8,860.6 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title 2006 IBC 10'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 12,2008 use the"Settings"screen Description.... and enter your title block 10'unrestrained concrete wall information. This Wall in File:c:\program files1rp20071unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2006 www.retaingro.com/supRortforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139585 2007013 Criteria ` Soil Data Footing Dimensions &Strengths Retained Height = 9.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 2.42 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 3.09 Heel Active Pressure - 35.0 psf/ft Total Footing Width 5.50 Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 15.00 in Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 4..00 in 1 Soil Density,Toe 110.00 pcf Key Depth - in Key Distance from Toe 2.4242 ft Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 f'c = 2,500 psi Fy = 60,000 psi Vertical component of active Soil height to ignore - Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure - 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem -i Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 'Design Summary [stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.75 0.00 Overturning = 2.81 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 5,505 Ibs Rebar Spacing = 15.00 12.00 ...resultant ecc. = 4.67 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,425 psf OK fb/FB+fa/Fa = 0.950 1.000 Soil Pressure @ Heel = 576 psf OK Total Force @ Section Ibs= 2,142.0 2,499.0 Allowable = 1,500 psf Moment....Actual ft-#= 6,252.5 7,992.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,535 psf Moment.....Allowable ft#= 6,578.7 7,993.7 ACI Factored @ Heel = 620 psf Shear.....Actual psi= 28.8 33.7 Footing Shear @ Toe = 10.7 psi OK Shear.....Allowable psi= 75.0 67.1 Footing Shear @ Heel = 16.6 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 23.40 26.16 Lateral Sliding Force = 1,933.8 Ibs LAP SPLICE IF BELOW in= 23.40 less 100%Passive Force = - 1,459.2 Ibs HOOK EMBED INTO FTG in= 6.30 less 100%Friction Force = - 1,482.5 Ibs Masonry Data fm psi= Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title 2006 IBC 10'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 12,2008 use the"Settings"screen Description.... and enter your title block 10'unrestrained concrete wall information. This Wall in File:c:\program files\rp20071un restrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.reta6nnro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139586 2007013 _Footing Design Results Toe Heel Factored Pressure = 1,535 620 psf Mu':Upward = 4,095 2,206 ft-# Mu':Downward = 1,044 6,506 ft-# Mu: Design = 3,052 4,300 ft-# Actual 1-Way Shear = 10.71 16.62 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S"Fr Heel Reinforcing = None Spedd Heel: Not req'd,Mu<S`Fr Key Reinforcing = #4 @ 18.00 in Key: #4@ 22.25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,022.3 3.58 7,246.7 Soil Over Heel = 2,527.2 4.29 10,851.2 Toe Active Pressure = -88.6 0.75 -66.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 266.0 1.21 321.6 Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.75 2,751.3 Earth @ Stem Transitions = Total = 1,933.8 O.T.M. = 7,180.3 Footing Weight = 1,031.8 2.75 2,839.0 Resisting/Overturning Ratio = 2.81 Key Weight = 116.7 2.75 321.0 Vertical Loads used for Soil Pressure= 5,505.3 Ibs Vert.Component = 563.6 5.50 3,101.7 Total= 5,505.3 Ibs R.M.= 20,185.8 Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own Title 2006 IBC 12'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 12,2008 use the"Settings"screen Description.... and enter your title block 12'unrestrained concrete wall information. This Wall in File:c:\program files\rp2007\unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retaanpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139686 2007013 F riteria Soil Data Footing Dimensions & Strengths Retained Height = 11.50 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 3.08 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width 3.92_ Heel Active Pressure - 35.0 psf/ft Total Footing Width 7.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 15.00 in Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width .00 in 21.0 in Soil Density,Toe 110.00 pcf Key Depth - 21 Key Distance from Toe3.08 ft Wind on Stem = 0.0 psf Footing1lSoil Friction = 0.300 f'c = 2,500 psi Fy = 60,000 psi Vertical component of active Soil height to ignore Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 3.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem J Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs = 0.0 ft at Back of Wall Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.75 0.00 Overturning = 3.16 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Thickness = 10.00 10.00 Rebar Size = # 5 # 5 Total Bearing Load = 8,066 Ibs Rebar Spacing = 8.00 8.00 ...resultant ecc. = 3.37 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 1,429 psf OK fb/FB+fa/Fa = 0.726 0.904 Soil Pressure @ Heel = 874 psf OK Total Force @ Section Ibs= 3,234.0 3,675.0 Allowable = 1,500 psf Moment....Actual ft-#= 11,594.6 14,185.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,547 psf Moment.....Allowable ft#= 15,984.2 15,697.2 ACI Factored @ Heel = 946 psf Shear.....Actual psi= 32.9 37.4 Footing Shear @ Toe = 16.2 psi OK Shear.....Allowable psi= 75.0 67.1 Footing Shear @ Heel = 22.1 psi OK Wall Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 23.40 26.16 Lateral Sliding Force = 2,756.3 Ibs LAP SPLICE IF BELOW in= 23.40 less 100%Passive Force = - 2,000.0 Ibs HOOK EMBED INTO FTG in= 6.30 less 100%Friction Force = - 2,182.0 Ibs Masonry Data fm psi= Added Force Req'd = 0.0 Ibs OK Fs psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type = Medium Weight Wind,W 1.600 Masonry Design Method = ASO Seismic,E 1.000 Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= 60,000.0 60,000.0 To specify your own Title 2006 IBC 12'Unrestrained Wall Page: special title block here, Job# 2006 IBC Dsgnr: JEH Date: MAY 12,2008 use the"Settings"screen Description.... and enter your title block 12'unrestrained concrete wall information. This Wall In File:c:\program files\rp2007\unrestrained.rp5 Retain Pro 2007,16-Apr-2008,(c)1989-2008 www.retaenpro.com/sypportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 2006 Registration#:RP-1139686 2007013 Footing Design Results Toe Heel Factored Pressure = 1,547 946 psf Mu':Upward = 6,939 4,921 ft-# Mu':Downward = 1,699 12,207 ft-# Mu: Design = 5,241 7,285 ft-# Actual 1-Way Shear = 16.25 22.13 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48 Heel Reinforcing = None Spec'd Heel: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key Reinforcing = #4 @ 18.00 in Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 3,902.3 5.46 21,308.9 Toe Active Pressure = -88.6 0.75 -66.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 339.3 1.54 523.4 Surcharge Over Toe = Stem Weight(s) = 1,500.0 3.50 5,252.3 Earth @ Stem Transitions = Total = 2,756.3 O.T.M. = 12,024.1 Footing Weight = 1,313.1 3.50 4,597.7 Resisting/Overturning Ratio = 3.16 Key Weight = 218.8 3.50 766.0 Vertical Loads used for Soil Pressure= 8,066.3 Ibs Vert.Component = 792.9 7.00 5,552.5 Total= 8,066.3 Ibs R.M.= 38,000.7 Vertical component of active pressure used for soil pressure DESIGNER NOTES: �yt Hodge Engineering Inc. Title 7'Restrained Basement Wall Page: qe Hod + 2601 Jahn Ave NW Suite Al Job# IBC Dsgnr: John Hod Date: FEB 12,2007 Gig Harbor,WA 98335 Description.... 253-857-7055 7'6"concrete wall retaining 7'of soil,slab and joist restraint This Wall in File:c:lprogram files1rp20071basement walls 6.2f Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainpro.com/support for latest release Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100006 2007000 Criteria [Soil Data Footing Strengths&Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.33 ft Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Heel Width = 1.00 Total Wall Height = 7.50 ft Heel Active Pressure = 35.0 psf/ft Total Footing Width = 1.33 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Top Support Height = 7.50 ft Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110.00 pcf Key Depth = 0.00 in Slope Behind Wall = 0.00:1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 0.00 ft Height of Soil over Toe = 0.00 in Soil height to ignore Water height over heel = 0.0 ft g = F = Concrete psi Fy = 4Q000 psi 9 for passive pressure 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs »>NOT Used To Resist Sliding&Overturn Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 100.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load FP/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf [Design Summary 1' Concrete Stem Construction Total Bearing Load = 1,560 Ibs Thickness = 8.00 in Fy = 40,000psi ...resultant ecc. = 0.52 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 947 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,404 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,185 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,757 psf Design Height Above Ftg = 7.50 ft 3.16 ft 0.00 ft Footing Shear @ Toe = 4.7 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.4 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 308.4 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 865.2 Ibs Design Data fb/FB+fa/Fa = 0.000 0.939 0.000 Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 1.462.6 ft-# 0.0 ft-# Lateral Sliding Force = 865.2 Ibs Mn'Phi.....Allowable = 1,558.0 ft-# 1,558.0 ft-# 1,558.0 ft-# Shear Force @ this height = 493.4 Ibs 1,021.2lbs Shear.....Actual = 10.28 psi 21.27 psi Shear.....Allowable = 75.00 psi 85.00 psi Load Factors Rebar Lap Required = 12.48 in 12.48 in Building Code IBC 2006 Hooked embedment into footing = 6.00 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd,Mu<S'Fr Earth,H 1.600 Heel:None Spec'd -or- Not req'd,Mu<S.Fr Wind,W 1.300 Key: No key defined -or- No key defined Seismic,E 1.000 Hodge Engineering Inc. Title 7'Restrained Basement Wall Page: 2601 Jahn Ave NW Suite A7 Job# IBC Dsgnr: John Hod Date: FEB 12,2007 Hod Gig Harbor,WA 98335 Description.... ' i;r_rlr;'rIt i(P. 253-857-7055 7'6"concrete wall retaining 7'of soil,slab and joist restraint This Wall in File:0program files\rp2007\basement walls 6.2f Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainpro.com/supportforlatestrelease Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100006 2007000 Footing Design Results Toe Heel Factored Pressure = 1,185 1,757 psf Mu':Upward = 67 93 ft-# Mu':Downward = 8 109 ft-# Mu: Design = 59 16 ft-# Actual 1-Way Shear = 4.68 0.41 psi Allow 1-Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 300.Olbs 0.66 ft 199.Oft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 750.Olbs 0.66 ft 497.5ft-# Soil Over Heel = 254.1 Ibs 1.16 ft 295.2ft-# Footing Weight = 165.8lbs 0.66 ft 110.0ft-# Total Vertical Force = 1,559.7lbs Moment = 1,101.7ft-# Net Moment User For Soil Pressure Calculations -67.1 ft-# DESIGNER NOTES: Hodge Engineering Inc. Title 8'Restrained Basement Wall Page: 2601 Jahn Ave NW Suite Al Job# IBC Dsgnr: John Hod Date: FEB 12,2007 Ho Gig Harbor,WA 98335 Description.... 253-857-7055 8'6"wall retaining 8'of soil,restrained by slab and floor d 11i� fC diaphragm This Wall in File:c:\program files\rp2007\basement walls 6.21 Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.reta*nl2ro.com/supportforlatestrelease Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100005 2007000 Criteria Soil Data Footing Strengths&Dimensions Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.33 Total Wall Height = 8.50 ft Heel Active Pressure = 35.0 psf/ft Total Footing Width = 2.00 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Top Support Height = 8.50 ft Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110,00 pcf Key Depth = 0.00 in Slope Behind Wall = 0.00:1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 0.00 ft Height of Soil over Toe = 0.00 in Soil height to ignore Water height over heel = 0.0 ft g g = fc = Concrete psi Fy = 450.00 psi 9 for passive pressure 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 10.0#/ft Adjacent Footing Load = 0.0 Ibs >>>NOT Used To Resist Sliding&Overturn ,,,Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 100.0 Ibs at Back of Wall 0.0 ft Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary ``Concrete Stem Construction - -� Total Bearing Load = 2,101 Ibs Thickness = 8.00 in Fy = 40,000psi ...resultant ecc. = 1.58 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 635 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,466 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 786 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,815 psf Design Height Above Ftg = 8.50 ft 3.58 ft 0.00 ft Footing Shear @ Toe = 6.9 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.7 psi OK Rebar Spacing = 18.00 in 12.00 in 18.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 436.9 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,121.0 Ibs Design Data fb/FB+fa/Fa = 0.000 0.965 0.000 Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 2,225.9 ft-# 0.0 ft-# Lateral Sliding Force = 1.121.0 Ibs Mn*Phi.....Allowable = 1,558.0 ft-# 2,305.6 ft-# 1,558.0ft-# Shear Force @ this height = 676.5 Ibs 1,358.4lbs Shear.....Actual = 14.09 psi 28.30 psi Shear.....Allowable = 75.00 psi 85.00 psi Load Factors Rebar Lap Required = 12.48 in 12.48 in Building Code IBC 2006 Hooked embedment into footing = 6.00 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd,Mu<S*Fr Earth,H 1.600 Heel:None Spec'd -or- Not req'd,Mu<S*Fr Wind,W 1.300 Key: No key defined -or- No key defined Seismic,E 1.000 Hodge Engineering Inc. Title 8'Restrained Basement Wall Page: Hodge2601 Jahn Ave NW Suite Al Job# IBC Dsgnr: John Hod Date: FEB 12,2007 Gig Harbor,WA 98335 Descri ption.... 253-857-7055 8'6"wall retaining 8'of soil,restrained by slab and floor 1 fC diaphragm This Wall in File:cAprogram files%rp2007\basement walls 6.2$ Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainoro.com/supoortforlatestrelease Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100006 2007000 Footing Design Results Toe eel Factored Pressure = 786 1,815 psf Mu':Upward = 200 378 ft-# Mu':Downward = 33 404 ft-# Mu: Design = 167 26 ft-# Actual 1-Way Shear = 6.90 0.74 psi Allow 1-Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 300.Olbs 1.00 ft 300.Oft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 850.Olbs 1.00 ft 850.0ft-# Soil Over Heel = 586.7lbs 1.67 ft 977.8ft-# Footing Weight = 250.Olbs 1.00 ft 250.Oft-# Total Vertical Force = 2,100.8lbs Moment = 2,377.8ft-# Net Moment User For Soil Pressure Calculations -276.9 ft-# DESIGNER NOTES: Hodge Engineering Inc. Title 9'restrained concrete wall Page: 2601 Jahn Ave NW Suite Al Job# 2006 IBC Dsgnr: JEH Date: JUL 28,2007 Gig Harbor,WA 98335 Description.... Hodi(C 253-857-7055 9'concrete wall restrained by slab and floor joists This Wall in File:c:\program fileskrp2007\basement walls 6.2$ Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retaenr)ro.com/suplio for latest release Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100006 2007000 Criteria Soil Data Footing Strengths&Dimensions Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Heel Width = 1.33 Total Wall Height = 9.50 ft Heel Active Pressure = 35.0 psf/ft Total Footing Width = 2.00 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Top Support Height = 9.50 ft Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110.00 pcf Key Depth = 0.00 in Slope Behind Wall = 0.00:1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 0.00 ft Height of Soil over Toe = 0.00 in Soil height to ignore Water height over heel = 0.0 ft g = F ti 2rete psi Fy = 450.00 psi 9 for passive pressure 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 10.0#/ft Adjacent Footing Load = 0.0 Ibs -NOT Used To Resist Sliding&Overturn ,,.Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 100.0 Ibs at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 2,101 Ibs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 1.70 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 603 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,499 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 724 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,798 psf Design Height Above Ftg = 9.50 ft 4.01 ft 0.00 ft Footing Shear @ Toe = 6.4 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.9 psi OK Rebar Spacing = 18.00 in 8.00 in 18.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 535.6 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,361.7 Ibs Design Data fb/FB+fa/Fa = 0.000 0.915 0.000 Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 3,100.7 ft-# 0.0 ft-# Lateral Sliding Force = 1,361.7 Ibs Mn'Phi.....Allowable = 1,558.0 ft-# 3,387.6 ft-# 1,558.0ft-# Shear Force @ this height = 836.7 Ibs 1,694.6lbs Shear.....Actual = 17.43 psi 35.30 psi Shear.....Allowable = 75.00 psi 85.00 psi Load Factors _ Rebar Lap Required = 12.48 in 12.48 in Building Code IBC 2006 Hooked embedment into footing = 6.00 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd,Mu<S'Fr Earth,H 1.600 Heel:None Spec'd -or- Not req'd,Mu<S'Fr Wind,W 1.300 Key: No key defined -or- No key defined Seismic,E 1.000 • ' Hodge Engineering Inc. Title : 9'restrained concrete wall Page: 2601 Jahn Ave NW Suite Al Job# : 2006 IBC Dsgnr: JEH Date: JUL 28,2007 Gig Harbor,WA 98335 Description.... Hodli;) iu. 253-857-7055 9'concrete wall restrained by slab and floor joists This Wall in File:0program files\rp2007\basemont walls 6.21 Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainoro.com/suoportforlatestrelease Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100005 2007000 Footing Design Results Too 4eel Factored Pressure = 724 1,798 psf Mu':Upward = 187 373 ft-# Mu':Downward = 33 462 ft-# Mu: Design = 154 89 ft-# Actual 1-Way Shear = 6.43 0.91 psi Allow 1-Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 100.Olbs 1.00 ft 100.0ft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 950.Olbs 1.00 ft 950.0ft-# Soil Over Heel = 660.Olbs 1.67 ft 1.100.0ft-# Footing Weight = 250.Olbs 1.00 ft 250.0ft-# Total Vertical Force = 2,101.5lbs Moment = 2,400.Oft-# Net Moment User For Soil Pressure Calculations -298.5 ft-# DESIGNER NOTES: „. Hodge Engineering Inc. Title : 10'restrained concrete wall Page: Hod2601 Jahn Ave NW Suite Al Job# : 2006 IRC Dsgnr: JEH Date: JUL 28,2007 Gig Harbor,WA 98335 Description.... ;j ge 253-857-7055 10'-6"restrained concrete wall retaining 10'of soil ia':;I'lIC`Ili ifC This Wall in File:c:lprogram files1rp20071basement walls 6.2f Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainoro.com/su000rtforlatestrelease Restrained Retaining Wall Design Code: IBC 2006 Registration#:RP-1100005 2007000 Criteria ` Soil Data Footing Strengths&Dimensions Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Heel Width = 2.33 Total Wall Height = 10.50ft Heel Active Pressure = 35.0 psf/ft Total Footing Width = 3.00 Toe Active Pressure = 35.0 psf/ft Footing Thickness = 10.00 in Top Support Height = 10.50 ft Passive Pressure = 250.0 psf/ft Key Width = 0.00 in Soil Density = 110.00 pcf Key Depth = 0.00 in Slope Behind Wall = 0.00:1 FootingIlSoil Friction = 0.300 Key Distance from Toe = 0.00 ft Height of Soil over Toe = 0.00 in Soil height to ignore Water height over heel = 0.0 ft g = F ti 2rete psi Fy = 4Q000 psi 9 for passive pressure 0.00 in Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Wind on Stem = 0.0 psf Cover @ Top = 2.00 in @ Btm.= 3.00 in Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 10.0#/ft Adjacent Footing Load = 0.0 Ibs -NOT Used To Resist Sliding&Overturn ,..Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 100.0 Ibs -_ at Back of Wall 0.0 ft Axial Live Load = 200.0 Ibs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load ---- FP/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 3,730 Ibs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 0.93 in Wall Weight = 100.0 psf fc = 2,500 psi Soil Pressure @ Toe = 1,050 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,436 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,283 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,755 psf Design Height Above Ftg = 10.50 ft 4.43 ft 0.00 ft Footing Shear @ Toe = 10.1 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 1.4 psi OK Rebar Spacing = 12.00 in 6.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 646.6 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,625.1 Ibs Design Data -- fb/FB+fa/Fa = 0.000 0.944 0.000 Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 4,176.7 ft-# 0.0ft-# Lateral Sliding Force = 1,625.1 Ibs _ Mn'Phi.....Allowable - 2,305.E ft-# 4,422.4 ft-# 2,305.E ft-# Shear Force @ this height = 1,016.3 Ibs 2,067.3 Ibs Shear.....Actual = 21.17 psi 43.07 psi Shear.....Allowable = 75.00 psi 85.00 psi Load Factors Rebar Lap Required = 12.48 in 12.48 in Building Code IBC 2006 Hooked embedment into footing = 6.00 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe: None Spec'd -or- Not req'd,Mu<S'Fr Earth,H 1.600 Heel:None Spec'd -or- Not req'd,Mu<S'Fr Wind,W 1.300 Key: No key defined -or- No key defined Seismic,E 1.000 ' l Hodge Engineering Inc. Title : 10'restrained concrete wall Page: Hodge2601 Jahn Ave NW Suite Al Job# : 2006 IRC Dsgnr: JEH Date: JUL 28,2007 Gig Harbor,WA 98335 Description.... 253-857-7055 10'-6"restrained concrete wall retaining 10'of soil This Wall in File:0proo_ram files\rp2007%basement walls 6.21 Retain Pro 2007,1-Jan-2007,(c)1989-2007 www.retainoro.comisupport for latest release Restrained Retaining Wall Design Code: IBC 2006 Registration#•RP-1100005 2007000 _Footing Design Results Toe meet Factored Pressure = 1,283 1,755 psf Mu':Upward = 293 2,170 ft-# Mu':Downward = 33 2,588 ft-# Mu: Design = 260 419 ft-# Actual 1-Way Shear = 10.13 1.40 psi Allow 1-Way Shear = 75.00 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 300.0lbs 1.00 ft 300.0ft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,050.Olbs 1.00 ft 1,050.Oft-# Soil Over Heel = 1,833.3lbs 2.17 ft 3,972.2114 Footing Weight = 375.Olbs 1.50 ft 562.5ft-# Total Vertical Force = 3,730.1 Ibs Moment = 5,884.7ft-# Net Moment User For Soil Pressure Calculations -289.6 ft-# DESIGNER NOTES: