Loading...
HomeMy WebLinkAboutStructural Calculations and Addendum - BLD Engineering / Geo-tech Reports - 7/16/2008 09/03/2008 09:05 3607548896 STAPP FINANCIAL PAGE 01/02 James W Ashley-Cole, P. E. CONSULTING ENGINEER TRANSMITTAL September 3, 2008 To: Mason ('ounty Building Department Attn: Debra Coker, Plans Examiner Tel: (360)427-9670 Fax: (360) 427-7798 Trow: James W. Ashley-Cole,P.L. A Tell: (360) 709-0807 Fax: (360) 754-8896 M RE: Lady of'fhe Lake Canopy ,Lateral Design 1085 E Pickering Rd., Shelton WA 98584 Project No.: 2008.87 J:nclosed: Letter and Detail. Thank you for this opportunity to he of service. ` F01 1 _ Dy 1800 Cooper Point RD SW, Bldg 10 Olympia, WA 98502 Tel (360) 709-080701 d� 09/03/2008 09: 05 3607548896 STAPP FINANCIAL PAGE 02/02 James W. Ashley-Cole, P. E. CONSULTING ENGINEER STRUCTURAL CALCULATIONS For Cogan Consulting Lady of The Lake 1085 E Pickering Rd. Shelton. WA 98584 Oil Project No. 2008.87 August 15, 2008 Extent of Analysis: The structural framing plans, details sheets and general notes included with this submittal have been prepared exclusively for the above referenced project per the structural requirements of the 2006 IBC. The extent of analysis includes the design, of lateral and gravity framing systems. Non-stnictural building systems, including: thermal or moisture protection, furnishings, doors, equipment, mechanical electrical, finishes, siding, paneling veneers, paints and coatings are not the responsibility of the Engineer of Record. Investigation of soils at the project site including slope stability, surface and subsurface drainage requirements are by others. Design Criteria- Roof. 25 PSF Floor: 100 PSF and 125 PSF at Storage Wind: 85 MPH Exp. B Seismic: Site Class D, Sds= 0.8334 -1800 Cooper Point Rd. SW Bldg,10 Olympia, WA 9 7 0807 L 4 C49) James W. Ashley-Cole, P. E. - RECEIVEDCONSULTING ENGINEER _e 0 2 2008 MASON COUNTY, STRUCTURAL CALCULATIONS For Codan'Consulting Lady of The Lake Canopy Lateral Design 1085 E Pickering Rd. Shelton WA 98584 'rH . isu r , .n� Project No. 2008.87 August 15, 2008 Extent of Analysis: The structural framing plans, details sheets and general notes included with this submittal have been prepared exclusively for the above referenced project per the structural requirements of the 2006 IBC. Non-structural building systems, including: thermal or moisture protection, furnishings, doors, equipment, mechanical electrical, finishes, siding, paneling veneers, paints and coatings are not the responsibility of the Engineer of Record. Investigation of soils at the project site including slope stability, surface and subsurface drainage requirements are by others. Design Criteria: g 5e_ie_ e,V�� _ Roof: 25 PSF Floor: k)&"F 1251`� Co y/ely� A$ Wind: 85 MPH Exp. B � �l CO Seismic: Site Class D, Sds=0.8334 %L��Z 01 3/ 1800 Cooper Point Rd. SW Bldg.10 Olympia, WA 985 T . axnass: `� STRUCTURAL NOTES These structural notes apply to all structural components of the primary structural systems. Any discrepancies found among the drawings, these notes and the site conditions shall be reported to the Engineer of Record, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy, but prior to correction of such discrepancy, shall be done at the Contractor's risk. • It is the Contractor's responsibility to verify all field measurements and site conditions prior to fabrication of any structural elements. No allowance will be made for any items incorrectly fabricated or installed due to failure to perform such verification prior to commencing work. • The Contractor shall field locate and identify all site utilities prior to performing any site excavation or demolition. • Non-structural building systems, including: fire resistive assemblies, thermal or moisture protection, furnishings, doors, equipment, mechanical, electrical, finishes, siding, paneling veneers, paints and coatings are not the responsibility of the Engineer of Record. CONSTRUCTION STABILITY The design, adequacy and safety of erection bracing, shoring and all temporary supports is the sole responsibility of the Contractor, and has not been considered by the Engineer of Record. The Contractor shall provide the bracing necessary to provide stability to the structure prior to the completed application of the lateral system. During construction the Contractor shall keep loads within the design roof and floor loads limits shown on the drawings. CODES AND DESIGN All methods, materials and workmanship shall conform to the 2006 edition of the International Building Code (IBC) as amended and adopted by the local Building Department. All reference to other codes and standards, such as ACI, ASTM, AISC, etc. shall be for the latest or most current edition available. DESIGN LIVE LOADS Roof. 25 PSF Floor: 1-�F I LS Wind: 85 MPH Exp. B `ff 7-- Seismic: Site Class D, Sds = 0.8334 P SOIL BEARING The foundation has been designed for 1500 PSF bearing. I GENERAL FRAMING NOTES 1. Hot Dipped Galvanized=(HDG) 2. Anchor Bolts: Provide 5/8-inch diameter A.B. per shear wall schedule with P.T. plate. Use ASTM A307 anchor bolts with a minimum embedment of 7 inches into the concrete. There shall be a minimum of two bolts per section of sill plate and one bolt shall be located within 12 inches of each end of the sill plate. All bolts require nuts and 3 inches x 3 inches x 1/4 inch washer plates. Do not recess washers into sill plates. All fasteners in preservative treated material shall be either hot dipped galvanized, tumbled or stainless steel including anchor bolts and washers. 3. Bends in Stem Walls and Footings: Use 24 inches x 24 inches elbow bars at all bent horizontal continuous reinforcement. Dowel all reinforcement of interior foundation walls and continuous footings into perimeter foundation with elbow bars.4. 4. Nails: Nails designated for roof and floor diaphragms, and in the shear wall schedule, shall have the following minimum diameters; • 16d common nail : Shank diameter=0.162 inches minimum, Length=3.5 inches. • 16d galvanized box nail : Shank diameter=0.135 inches minimum Length=3.5 inches • 1 Od common nail : Shank diameter=0.148 inches minimum, Length=3.0 inches. • 1 Od galvanized box nail : Shank diameter=0.128 inches minimum Length=3.0 inches • 8d common nail : Shank diameter=0.131 inches minimum, Length=2.5 inches. • 8d galvanized box nail : Shank diameter=0.113 inches minimum Length=2.5 inches • All fasteners in preservative treated material shall be either hot dipped galvanized,tumbled or stainless steel. • Minimum nail penetration in backing framing= 1 1/2 inches. 5.Sheathing Notes: Place sheathing with the long dimension perpendicular to the supports and with a staggered layout. All sheathing panels shall be 4 ft _x 8 ft minimum. At edges of roof diaphragms where sheets may be smaller than 24 inches, unsupported sheathing edges shall be fully blocked and nailed per the shear wall schedule, or 6 inches o/c minimum. All call outs for nails in these notes and details correspond to COMMON type nails. 6.Roof Sheathing: Roof sheathing shall be minimum 7/16 inch nominal thick APA rated Wood Structural Panel for exterior exposure, Exposure 1, rating 24/16 with panel clips. Unless noted otherwise in the SW schedule, nail sheathing with 8d common at 6 inches o/c along perimeter of diaphragm boundaries, perimeter of all roof penetrations and skylights, and at 6 inches o/c at all supported edges of sheathing, UNO at fully blocked diaphragms. Provide field nailing at 10 inches o/c (Reduce field nail spacing at gable end trusses to 6 inches o/c). 7. Wall Sheathing: Wall sheathing shall be minimum 7/16 inch nominal thick APA rated Wood Structural Panel for exterior exposure, Exposure 1, rating 24/16. Unless noted otherwise in the SW schedule, nail sheathing with 8d common at 4 inches o/c along perimeter of diaphragm boundaries, and at 6 inches o/c at all supported edges of sheathing, UNO at fully blocked diaphragms. Provide field nailing at 10 inches o/c. 8. Dimensions; Dimensions shown on the plans are based on original building drawings and have not been field verified. Contractor shall field verify and coordinate all dimensions shown with the existing conditions. THESE PLANS NIU 'T � .. ON THE JO3 SITE. E STRUCTURAL CONCRETE Special Inspection not Required GENERAL All concrete shall meet the requirements of ACI-301, "Specifications For Structural Concrete For Buildings." Proportioning of ingredients for each concrete mix shall be by Method 2 or the alternate procedure given in ACI-301, Chapter Seven. Place concrete per ACI-304 and conform to ACI-306R for cold weather placement and ACI-305R for hot weather placement. All concrete thicker or deeper than 4 inches shall be vibrated during placement. Use internal mechanical vibrators. Do not over-vibrate. Inserts, bolts, boxes, pipes, conduits, and other accessories shall be securely installed and inspected prior to placing concrete. Remove water, debris, wood, and loose concrete from space where concrete is to be placed. Protect all concrete from premature drying, excessive hot or cold temperature. Curing should start immediately after the concrete has been finished and be continued for at least seven (7) days. PROPERTIES Footings, foundation walls and slab-on-grade: • fc : 2500 PSI minimum at 28 days, 5 '/2 sack minimum mix Slump : 5 inches maximum - 4 inches maximum at interior slab-on-grade water/cement : 0.45 maximum by weight air entrainment : 5%+/- 1% 3% +/- 1%at interior slab-on-grade 3/a inch maximum size aggregate Ncs r F MATERIALS rat Cement: ASTM C 150, normal—Type I or I-II Coarse and fine aggregate: ASTM C33 Water shall be clean and not detrimental to concrete. Vapor Barrier: Per Project Specifications ADMIXTURES Water reducing admixture: ASTM C494, Type A. Admixtures shall be used in exact accordance with manufacturer's instructions. Air entrainment: ASTM C260 and ASTM C494, except those containing chlorides may not be used. No other admixture permitted unless approved by the Structural Engineer of Record. Do not use calcium chloride, or fly ash and related materials. PLACEMENT A. General: Comply with requirements of ACI 304 and as follows: 1. Schedule continuous placement and consolidation to prevent formation of cold joints. 2. Deposit concrete as close as possible to its final location,to avoid segregation. 3. Thoroughly consolidate without displacing reinforcing using internal vibrators. yrl� 4. Strike off and level concrete slab surfaces, using bull floats before bleed water can collect on surface. Do not work concrete further until finishing operations are commenced. REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 Grade 60 new billet stock, deformed steel free of rust, scale or other bond-reducing coatings. Tie bars securely with 916 double annealed wire. Fabricate in accordance with ACI 315. Provide support as indicated or recommended by ACI STD 315. Reinforcing shall be placed in accordance with"CRSI Recommended Practice For Placing Reinforcing Bars." CONCRETE COVER The following concrete cover shall be provided for reinforcement: • Concrete cast against and permanently exposed to earth: 3 inches for footings 2 inches for interior slab-on-grade • Concrete exposed to earth or weather: 1'/2 inches for#5 bars and smaller and WWF ' �� " � '�L4"' ; ADHESIVE ANCHORS INTO CONCRETE Adhesive anchors shall consist of a threaded anchor rod, nut, and washer and an injectable adhesive material. Manufacturer's instructions shall be followed for all installation steps including: material handling and storing, substrate drilling and cleaning, and adhesive installation. 1. The injectable adhesive material shall be HIT HY 150, as manufactured by Hilti, Inc. Only injection tools and static mixing nozzles recommended by the manufacturer shall be used. 1. Anchor rods shall be ASTM A36 furnished with two chamfered end so that either end will accept a nut and washer. PRESERVATIVE-TREATED WOOD • All fasteners in preservative treated material shall be either hot dipped galvanized, tumbled or stainless steel including anchor bolts and washers. Preservative treatment: All lumber required to be preservative treated shall conform to the requirements of the applicable AWPA Standards, per the 2006 IBC Section 2302.1.8. Preservatives shall conform to AWPA PUP13, P2, P5, P8, and P9. Preservative-treated wood shall bear the quality mark of an inspection agency per the 2006 IBC Section 2302.1.8.1. Each Y� piece of treated lumber shall bear an approved quality mark or that of an approved inspection agency which maintains continuing supervision, testing and inspection over the quality of the product, as described in the IBC standards, and shall be identified as required by these standards. Where FDN lumber is cut or drilled after treatment, the cut surface shall be field treated with approved preservatives by repeated brushing, dipping or soaking until the wood absorbs no more preservative. Fasteners: Fasteners for preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicone bronze or copper. Fastenings for wood foundations shall be as required in AF & PA Technical Report No. 7. WOOD FRAMING AND LUMBER GRADING Allowable stress required shall be in accordance with standard grading rules of West Coast Lumber No. 16. Moisture content shall be maximum 19%. All studs, plates and blocking at shear walls, load bearing and exterior studs and plates shall be of grade Douglas-fir#2 or better, unless noted otherwise. Structural Panel Sheathing including Plywood and Oriented Strand Board (OSB) sheathing shall be APA grade trademark sheathing with nominal thickness as indicated on the contract drawings. All glue-lam beams shall be 24F-V4 UNO as 24F-V8 at cantilever conditions. Wood framing details, not shown otherwise, shall be constructed to the minimum standards of the 2006 IBC and shall conform to the Fastening Schedule 2304.9.1. Unless noted otherwise, all nailing call outs refer to common type nails. 4 Notations on drawings relating to framing clips, joist hangers and other connectors refer to catalog numbers manufactured by the Simpson Strong Tie Company, San Leandro, CA, Catalog C-2008. All hangers in contact with preservative treated lumber shall be "Z-MAX" galvanized with approved fasteners as noted. .y PRE-ENGINEERED TRUSSES F0,1 i 1 j Truss manufacturer shall design all trusses and provide structural calculations stamped by a licensed structural engineer currently registered in the State of Washington. The truss manufacturer shall comply with the 2006 IBC regarding independent third parry inspection. The _ trusses shall bear the quality control mark of this inspector. All trusses over 30 feet in length shall be analyzed for effects of eccentric loading at heel joints per IBC Standards. The truss manufacturer shall design and provide uplift bracing. This uplift bracing shall have diagonal X- bracing at 20-foot intervals and at each end of the roof structure. The uplift bracing shall be designed for the wind criteria indicated in these structural specifications. The truss manufacturer shall design and furnish all required connectors where trusses intersect other trusses or framing members. The Contractor shall install all trusses and appurtenances per manufacturer's shop drawings. The IY`6 Contractor shall follow stability requirements of the trusses during installation. Bracing required for construction stability by others. SHEAR WALL GENERAL REOUIREMENTS All horizontal and vertical panel edges of shear walls shall be backed with minimum 2 inches nominal framing or blocking. Studs shall be spaced at 16 inches and plywood sheets shall be install in the horizontal orientation (vertical orientation will require redesign of shear wall table). Holdowns are typically attached to DF double studs minimum, unless noted otherwise, near the end of a solid wall,just before an opening. Refer to the Architectural Floor Plans for location of solid walls and openings. Nail wall sheathing to the full height of all end studs at holdowns per edge nailing of shear wall. Use a holdown above and below floor with a threaded rod when attaching through a floor, as illustrated in the Simpson Catalog. Holdown installation and anchor bolt embedment and configuration shall be per recommendation in Simpson Catalog C-2008. All anchor bolts shall be provided with 3"x 3"x 1/4"plate washers. 1 MAXIMUM SHEAR=350 PLF Wind,260 Seismic (DF FRAMING ) Provide 2 x HF#2 pt plate. Studs shall be DF#2. Use 7/16 inch minimum APA rated wall sheathing at one face of the stud wall. Block horizontal edges and nail all vertical and horizontal edges with 8d common nails at 6 inches o/c. Provide field nailing of 8d at 12 inches o/c. Bolt P.T. sill plate to the foundation with 5/8 inch diameter anchor bolts at 48 inches o/c maximum spacing. See plans for locations and sizes of holdowns. 2 MAXIMUM SHEAR=532 PLF Wind,350 Seismic(DF FRAMING) Provide 2 x HF#2 pt plate. Studs shall be DF#2. Use 7/1,6 inch minimum APA rated wall sheathing at one face of the stud wall. Block horizontal edges and nail all vertical and horizontal edges with 8d common nails at 4 inches o/c. Provide field nailing of 8d at 12 inches o/c. Bolt P.T. sill plate to the foundation with 5/8 inch diameter anchor bolts at 32 inches o/c maximum spacing. See plans for locations and sizes of holdowns. 4 MAXIMUM SHEAR=896 PLF Wind, 640 Seismic (DF FRAMING ) Provide 3 x HF#2 pt plate. Studs shall be DF#2. Use 7/16 inch minimum APA rated wall sheathing at one face of the stud wall. Block horizontal edges and nail all vertical and horizontal edges with 8d common nails at 3 inches o/c. Provide field nailing of 8d at 12 inches o/c. All framing studs receiving edge nailing from abutting sheathing panels shall not be less than a single 3-inch minimum nominal member. Bolt P.T. sill plate to the foundation with 5/8 inch diameter anchor bolts at 24 inches o/c maximum spacing. See plans for locations and sizes of holdowns. f Sc P1R SECTIONS AND DETAILS ft 4 lv;y'lt,�rGl'J 7 � Sections and details showing reinforcing, bolts, framing members, :and connections are intended to illustrate specific detail. No attempt has been made to show all elements passing through a specific section or detail. Exposed bolted beam connections may have to be furred by the Contractor to conceal connector. Construction details not specifically shown on the drawings shall follow similar details or sections of this project as approved by the Engineer. SPECIAL INSPECTION An independent third party Special Inspector shall be retained by the Owner for the following: • Any item required by the Building Department. CONSTRUCTION OBSERVATION The Contractor shall notify the Engineer of Record for observation of the following: • Any item required by the Building Department. SUBMITTALS Submit the following to the Engineer of Record for review prior to fabrication: • Pre-engineered metal plated wood truss shop drawings, including calculations sealed by a Professional Engineer licensed in the state of Washington. u I I� PROJECT NUMBE James W Ashley-Cole, PE _DATE: CONSULTING ENGINEER SHEET OF r : t PROJECT NUMBER: James W. Ashley-Cole, P.E. DATE: CONSULTING ENGINEER SHEET OF w o egg I I� F5/A1 Z 2 a 2 k&b '2Z-/ C Jai , �� -�- (�i �( � J� t d2 C/ J 8 a� lea" )J33NIJN3`JNi-LinSNOO �.� �c20r; :xagWnu iDaroxa 3d `aloe AGIgSy M S9WDr PROJECT NUMBER: James W. Ashley-Cole, P.E. CONSULTING ENGINEER DATE: SHEET 2 OF ,, `°ce) z C � THr,-Y ..�`�R �[ u'l C z -i4-o PL /�o 5/c4l PROJECT NUMBER: James W. Ashley-Cole, P.E. - , 7 - DATE: CONSULTING ENGINEER SHEETS OF 4L F4-z vyC� � 1-) 4 4- J /ram ( co �S�V�c 4� 1 Q _cam g 1 • l� 1. 1 p_ PROJECT NUMBER:2.�v�. James W. Ashley-Cole, P.E. CONSULTING ENGINEER DATE: /G 5/O c - II SHEET4 OF j y C C l ,f--t, 141,-2 - d c� 4-71 4i Y `7 �, z 2 c.' - PROJECT NUMBER:'_ James W. Ashley-Cole, P.E. DATE: CONSULTING ENGINEER �f!'�G C� ✓ - SHEET V OF J L L `z � �-! �- 1 i, Z � MCP �• Names W. AshleY-Cole, ,P.E. CONSULTING ENGINEER STRUCTURAL CALC ULATIONS For oN 8 Codan Consulting ���Ty Lady of The Lake Canopy Lateral Design 1085 E Pickering Rd. Shelton WA 98584 Project No. 2008.87 July 16, 2008 Extent of Analysis: The scope of this submittal has been limited to the lateral design of the front entry canopy. No other aspect of the existing building or addition has been addressed by addressed by this service. Non-structural building systems, including: thermal or moisture protection, furnishings, doors, equipment, mechanical electrical, finishes, siding, paneling veneers, paints and coatings are not the responsibility of the Engineer of Record. Investigation of soils at the project site including slope stability, surface and subsurface drainage requirements are by others. Design Criteria: �Aph. ASH Wind: 85 MPH Exp. B .� F Seismic: Site Class D, Sds =0.8334 CO !. P 7 m 1800 Cooper Point Rd. SW Bldg.10 Olympia,WA 98502 - NAL HXPnkm. STRUCTURAL NOTES These structural notes apply to all structural components of the primary structural systems. Any discrepancies found among the drawings, these notes and the site conditions shall be reported to the Engineer of Record, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy, but prior to correction of such discrepancy, shall be done at the Contractor's risk. • It is the Contractor's responsibility to verify all field measurements and site conditions prior to fabrication of any structural elements. No allowance will be made for any items incorrectly fabricated or installed due to failure to perform such verification prior to commencing work. • The Contractor shall field locate and identify all site utilities prior to performing any site excavation or demolition. • Non-structural building systems, including: fire resistive assemblies, thermal or moisture protection, furnishings, doors, equipment, mechanical, electrical, finishes, siding, paneling veneers, paints and coatings are not the responsibility of the Engineer of Record. CONSTRUCTION STABILITY The design, adequacy and safety of erection bracing, shoring and all temporary supports is the sole responsibility of the Contractor, and has not been considered by the Engineer of Record. The Contractor shall provide the bracing necessary to provide stability to the structure prior to the completed application of the lateral system. During construction the Contractor shall keep loads within the design roof and floor loads limits shown on the drawings. CODES AND DESIGN All methods, materials and workmanship shall conform to the 2006 edition of the International Building Code (IBC) as amended and adopted by the local Building Department. All reference to other codes and standards, such as ACI, ASTM, AISC, etc. shall be for the latest or most current edition available. DESIGN LIVE LOADS Wind: 85 MPH, Exp. B. Seismic: Sds =0.8334 SOIL BEARING The foundation has been designed for 1500 PSF bearing. GENERAL FRAMING NOTES 1. Hot Dipped Galvanized=(HDG) 2. Anchor Bolts: Provide 5/8-inch diameter A.B. per shear wall schedule with P.T. plate. Use ASTM A307 anchor bolts with a minimum embedment of 7 inches into the concrete. There shall be a minimum of two bolts per section of sill plate and one bolt shall be located within 12 inches of each end of the sill plate. All bolts require nuts and 3 inches x 3 inches x . 1/4 inch washer plates. Do not recess washers into sill plates. All fasteners in preservative treated material shall be either hot dipped galvanized, tumbled or stainless steel including anchor bolts and washers. 3. Bends in Stem Walls and Footings: Use 24 inches x 24 inches elbow bars at all bent horizontal continuous reinforcement. Dowel all reinforcement of interior foundation walls and continuous footings into perimeter foundation with elbow bars. 4. Nails: Nails designated for roof and floor diaphragms, and in the shear wall schedule, shall have the following minimum diameters; • 16d common nail : Shank diameter=0.162 inches minimum,Length=3.5 inches. • 16d galvanized box nail : Shank diameter=0.135 inches minimum, Length=3.5 inches. • 1 Od common nail : Shank diameter=0.148 inches minimum, Length=3.0 inches. • 1 Od galvanized box nail • Shank diameter=0 128 inches minimum,Length=3.0 inches. • 8d common nail : Shank diameter=0.131 inches minimum,Length=2.5 inches. • 8d galvanized box nail • Shank diameter=0.113 inches minimum, Length=2.5 inches. • All fasteners in preservative treated material shall be either hot dipped galvanized,tumbled or stainless steel. • Minimum nail penetration in backing framing= 1 1/2 inches. 5. Sheathing Notes: Place sheathing with the long dimension perpendicular to the supports and with a staggered layout. All sheathing panels shall be 4 ft x 8 ft minimum. At edges of roof diaphragms where sheets may be smaller than 24 inches, unsupported sheathing edges shall be fully blocked and nailed per the shear wall schedule, or 6 inches o/c minimum. All call outs for nails in these notes and details correspond to COMMON type nails. 6. Roof Sheathing: Roof sheathing shall be minimum 7/16 inch nominal thick APA rated Wood Structural Panel for exterior exposure, Exposure 1, rating 24/16 with panel clips. Unless noted otherwise in the SW schedule, nail sheathing with 8d common at 6 inches o/c along perimeter of diaphragm boundaries, perimeter of all roof penetrations and skylights, and at 6 inches o/c at all supported edges of sheathing, UNO at fully blocked diaphragms. Provide field nailing at 10 inches o/c (Reduce field nail spacing at gable end trusses to 6 inches o/c). 7. Wall Sheathing: Wall sheathing shall be minimum 7/16 inch nominal thick APA rated Wood Structural Panel for exterior exposure, Exposure 1, rating 24/16. Unless noted otherwise in the SW schedule, nail sheathing with 8d common at 4 inches o/c along perimeter of diaphragm boundaries, and at 6 inches o/c at all supported edges of sheathing, UNO at fully blocked diaphragms. Provide field nailing at 10 inches o/c. 8. Dimensions; Dimensions shown on the plans are based on original building drawings and have not been field verified. Contractor shall field verify and coordinate all dimensions shown with the existing conditions. STRUCTURAL CONCRETE Special Inspection not Required GENERAL All concrete shall meet the requirements of ACI-301, "Specifications For Structural Concrete For Buildings." Proportioning of ingredients for each concrete mix shall be by Method 2 or the alternate procedure given in ACI-301, Chapter Seven. Place concrete per ACI-304 and conform to ACI-306R for cold weather placement and ACI-305R for hot weather placement. All concrete thicker or deeper than 4 inches shall be vibrated during placement. Use internal mechanical vibrators. Do not over-vibrate. Inserts, bolts, boxes, pipes, conduits, and other accessories shall be securely installed and inspected prior to placing concrete. Remove water, debris, wood, and loose concrete from space where concrete is to be placed. Protect all concrete from premature drying, excessive hot or cold temperature. Curing should start immediately after the concrete has been finished and be continued for at least seven (7) days. PROPERTIES Footings, foundation walls and slab-on-grade: • f c : 3000 PSI minimum at 28 days, 5 1/2 sack minimum mix Slump : 5 inches maximum 4 inches maximum at interior slab-on-grade water/cement : 0.45 maximum by weight air entrainment : 5% +/- 1% 3%+/- 1%at interior slab-on-grade 3/4 inch maximum size aggregate MATERIALS Cement: ASTM C 150, normal—Type I or I-II Coarse and fine aggregate: ASTM C33 Water shall be clean and not detrimental to concrete. Vapor Barrier: Per Project Specifications ADMIXTURES Water reducing admixture: ASTM C494, Type A. Admixtures shall be used in exact accordance with manufacturer's instructions. Air entrainment: ASTM C260 and ASTM C494, except those containing chlorides may not be used. No other admixture permitted unless approved by the Structural Engineer of Record. Do not use calcium chloride, or fly ash and related materials. • r PLACEMENT A. General: Comply with requirements of ACI 304 and as follows: 1. Schedule continuous placement and consolidation to prevent formation of cold joints. 2. Deposit concrete as close as possible to its final location,to avoid segregation. 3. Thoroughly consolidate without displacing reinforcing using internal vibrators. 4. Strike off and level concrete slab surfaces, using bull floats before bleed water can collect on surface. Do not work concrete further until finishing operations are commenced. REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 Grade 60 new billet stock, deformed steel free of rust, scale or other bond-reducing coatings. Tie b� ar securely with #16 double annealed wire. Fabricate in accordance with ACI 315. Provide support as indicated or recommended by ACI STD 315. Reinforcing shall be placed in accordance with"CRSI Recommended Practice For Placing Reinforcing Bars." CONCRETE COVER The following concrete cover shall be provided for reinforcement: • Concrete cast against and permanently exposed to earth: 3 inches for footings 2 inches for interior slab-on-grade • Concrete exposed to earth or weather: 1'/2 inches for#5 bars and smaller and WWF ADHESIVE ANCHORS INTO CONCRETE Adhesive anchors shall consist of a threaded anchor rod, nut, and washer and an injectable adhesive material. Manufacturer's instructions shall be followed for all installation steps including: material handling and storing, substrate drilling and cleaning, and adhesive installation. 1. The injectable adhesive material shall be HIT HY 150, as manufactured by Hilti, Inc. Only injection tools and static mixing nozzles recommended by the manufacturer shall be used. 2. Anchor rods shall be ASTM A36 furnished with two chamfered end so that either end will accept a nut and washer. PRESERVATIVE-TREATED WOOD • All fasteners in preservative treated material shall be either hot dipped galvanized,tumbled or stainless steel including anchor bolts and washers. Preservative treatment: All lumber required to be preservative treated shall conform to the requirements of the applicable AWPA Standards, per the 2006 IBC Section 2302.1.8. Preservatives shall conform to AWPA P1/P13, P2, P5, P8, and P9. Preservative-treated wood shall bear the quality mark of an inspection agency per the 2006 IBC Section 2302.1.8.1. Each piece of treated lumber shall bear an approved quality mark or that of an approved inspection agency which maintains continuing supervision, testing and inspection over the quality of the product, as described in the IBC standards, and shall be identified as required by these standards. Where FDN lumber is cut or drilled after treatment, the cut surface shall be field treated with approved preservatives by repeated brushing, dipping or soaking until the wood absorbs no more preservative. Fasteners: Fasteners for preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicone bronze or copper. Fastenings for wood foundations shall be as required in AF & PA Technical Report No. 7. WOOD FRAMING AND LUMBER GRADING Allowable stress required shall be in accordance with standard grading rules of West Coast Lumber No. 16. Moisture content shall be maximum 19%. All studs, plates and blocking at shear walls, load bearing and exterior studs and plates shall be of grade Douglas-fir#2 or better, unless noted otherwise. Structural Panel Sheathing including Plywood and Oriented Strand Board (OSB) sheathing shall be APA grade trademark sheathing with nominal thickness as indicated on the contract drawings. All glue-lam beams shall be 24F-V4 UNO as 24F-V8 at cantilever conditions. Wood framing details, not shown otherwise, shall be constructed to the minimum standards of the 2006 IBC and shall conform to the Fastening Schedule 2304.9.1. Unless noted otherwise, all nailing call outs refer to common type nails. Notations on drawings relating to framing clips, joist hangers and other connectors refer to catalog numbers manufactured by the Simpson Strong Tie Company, San Leandro, CA, Catalog C-2008. All hangers in contact with preservative treated lumber shall be "Z-MAX" galvanized with approved fasteners as noted. PRE-ENGINEERED TRUSSES Truss manufacturer shall design all trusses and provide structural calculations stamped by a licensed structural engineer currently registered in the State of Washington. The truss manufacturer shall comply with the 2006 IBC regarding independent third party inspection. The trusses shall bear the quality control mark of this inspector. All trusses over 30 feet in length shall be analyzed for effects of eccentric loading at heel joints per IBC Standards. The truss manufacturer shall design and provide uplift bracing. This uplift bracing shall have diagonal X- bracing at 20-foot intervals and at each end of the roof structure. The uplift bracing shall be designed for the wind criteria indicated in these structural specifications. The truss manufacturer shall design and furnish all required connectors where trusses intersect other trusses or framing members. The Contractor shall install all trusses and appurtenances per manufacturer's shop drawings. The Contractor shall follow stability requirements of the trusses during installation. Bracing required for construction stability by others. SHEAR WALL GENERAL REQUIREMENTS All horizontal and vertical panel edges of shear walls shall be backed with minimum 2 inches nominal framing or blocking. Studs shall be spaced at 16 inches and plywood sheets shall be install in the horizontal orientation (vertical orientation will require redesign of shear wall table). Holdowns are typically attached to DF double studs minimum, unless noted otherwise, near the end of a solid wall,just before an opening. Refer to the Architectural Floor Plans for location of solid walls and openings. Nail wall sheathing to the full height of all end studs at holdowns per edge nailing of shear wall. Use a holdown above and below floor with a threaded rod when attaching through a floor, as illustrated in the Simpson Catalog. Holdown installation and anchor bolt embedment and configuration shall be per recommendation in Simpson Catalog C-2008. All anchor bolts shall be provided with 3"x 3" x 1/4"plate washers. 1 MAXIMUM SHEAR=350 PLF Wind,260 Seismic(DF FRAMING) Provide 2 x HF#2 pt plate. Studs shall be DF#2. Use 7/16 inch minimum APA rated wall sheathing at one face of the stud wall. Block horizontal edges and nail all vertical and horizontal edges with 8d common nails at 6 inches o/c. Provide field nailing of 8d at 12 inches o/c. Bolt P.T. sill plate to the foundation with 5/8 inch diameter anchor bolts at 48 inches o/c maximum spacing. See plans for locations and sizes of holdowns. CMAXIMUM SHEAR=896 PLF Wind,640 Seismic (DF FRAMING ) Provide 3 x HF#2 pt plate. Studs shall be DF#2. Use 7/16 inch minimum APA rated wall sheathing at one face of the stud wall. Block horizontal edges and nail all vertical and horizontal edges with 8d common nails at 3 inches o/c. Provide field nailing of 8d at 12 inches o/c. All framing studs receiving edge nailing from abutting sheathing panels shall not be less than a single 3-inch minimum nominal member. Bolt P.T. sill plate to the foundation with 5/8 inch diameter anchor bolts at 24 inches o/c maximum spacing. See plans for locations and sizes of holdowns. SECTIONS AND DETAILS Sections and details showing reinforcing, bolts, framing members, and connections are intended to illustrate specific detail. No attempt has been made to show all elements passing through a specific section or detail. Exposed bolted beam connections may have to be furred by the Contractor to conceal connector. Construction details not specifically shown on the drawings shall follow similar details or sections of this project as approved by the Engineer. SPECIAL INSPECTION An independent third party Special Inspector shall be retained by the Owner for the following: • Any item required by the Building Department. CONSTRUCTION OBSERVATION The Contractor shall notify the Engineer of Record for observation of the following: • Any item required by the Building Department. SUBMITTALS Submit the following to the Engineer of Record for review prior to fabrication: • Pre-engineered metal plated wood truss shop drawings, including calculations sealed by a Professional Engineer licensed in the state of Washington. PROJECT NUMBER:?�O cq. James W. Ashley-Cole, P.E. • ` 0 CONSULTING ENGINEER DATE: ! SHEET OF NIARM PER SS.SOEDA[ MUSS./V[TIIS AT 3-O.C. FOR CALLOUIS SEE S/S4 -- (S)1D0 I BARREL VAULT CEILING OSOOIBI MICE AT 32'O.C. FASCN DCT/ASq COMPACTOR(NOT SHOWN) D AR TOP A LSU OTIDM 25 S I NR ARCH ORS& 70.C. MR ARCH DOM IDIAGONAL(S) SPACEO.C. I 9 A33 AT SZ'BC hS STRONS N[R16 HER SS.SCHEDULE PER 104 AT V O.C. BETRECN TRUSS AND STUDDED COMMON AND STRONG BACK . CARRIER TRUSS TRUSST GABLE TRUSS DETAIL 1 CSIS COW../(2)- a6 MT BLOCKING O AT EACH OPENING TO►AND BORON I I � I I I CRWPLE(4) ' I LAMINATE MULTPLE FULL I NUMBER OF KING HEIGHT STUDS./(2)- I AND CRIPPLL sTVDS I ISO AT 16'O.C.OVER VAPIES PER WIDTH .. .._..- I ENTIRE IEIONT I I r I =�t NOE 3 CP z-A-) -31 a -Y n-o,3 Pl 57 �J f 30 /iaaxs 833NIJN3 JNI1lf1SN0O . • 9d `19100 A91gSy M sawpI' :U99Wau i0aroxa I PROJECT NUMBER: _games W. Ashley-Cole, P.E. CONSULTING ENGINEER DATE' SHEET 2 OF cgjc fi �oz 47 /ice�/ss-r l � Colon RECEIVE4uilding code U construction consulting SEP 0 2 Z008 Since 1964 Ralph D. Provencal, Consultant MASON CpU(\►TY_ 1221 Frederick Ln NE- Olympia-WA-98506-4710 Voice: 360.753.5082 Fax: 360.528.6759 TRANSMITTAL LETTER Date: September 2, 2008 Number of pages: - Including this one. To: Debbera Coker Plans Examiner Subject: Additional date per request letter dated July 23, 2008 Response - 2 pg Interior lighting summary form - 3 pgs WSEC prescriptive compliance form - 2 pg Storage layout- 1 pg Display layout - 1 pg Revised plans - 7 pgs Additional structural engineering - 15 pages G:\Myfiles\Codan files\Pedersen-Newmann\LoL Deb trans 090208.wpd e D NtTJ WELL n �J O ^' 70' C o Z O° ��yy � V %P W TREES y FIELD GRASS HED W v I I I W W I � � I� yWyWWWWWy W 4OW GRASS, y y W EXIST SEPTIC TANK AND DRAINFIELD m EXIST SEPTIC r)l r J ^UMP SILO — , � � of X� NEW SEPTIC 22' J w0 j ( (�j - PUMP SIL❑ p EXIST HEAT PUMP UNIT w > W l7 1 3 z Li z I W a W W W a Wyy o Z W W J 22'EXIST C❑NC 0 NOTE, DIMENSI❑NS ARE PARTIALLY ACCESS PORCH � yy SCALED FROM AERIAL PHOTO 0- PARK I I gARgIN I PARKING i � � L - I y o PAVED 4 o EXI GRAVEL PARKING W 124' y > SIGN W LL W (U L� CU E PICK RING READ o i CENTERLINE OAMMA J 0 -� O • f77 5H[[T HUMB[R 5H[tT DATA H[[TTTTLf— CU[H 151 °�"". .P LADY O F THE E LAKE Codan Construction Consulting DAT[ JUL a -a S— *STATE� REGISTERED Solutions are our Business CM[d.[D BY: RDP SITE PLAN ANTIQUES-LYNN NEWMAN ACT Ralph D.Provencal-Consultant 1085 E PICKERING RD 0 Frederick Lane NE 01 DAR: JUL 2- v D.Pawe"x Oympia,WA 98506-4710 S H E LTO N W A 98584 of wasw'l r Prop:38D]53.SBa2 E-rneil:ootlen5®mail.mn PRpJ[CI: FeA:3B0.528 8]59