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HomeMy WebLinkAboutPlansErnest Kollar Enmineers, Inc. 320 Main St., Suite 203 Carbonda!e, CO 81623 Phone (970) 963-3223 Fax (970}963-9395 September 6, 2012 Tom Flynn 1873 Panorama Drive Carbondale, CO 81623 Re: Garage Foundation; plans dated 7-13-2009 Dear Tom: It would be permissible to construct the foundation wall ‘vith cast -in-place concrete instead of with C IVIU. The wall shall be 8 inches thick with a concrete strength of lc = 4,000 psi. For more information, please refer to REVISED Detail 1 & 2, attached. Also, please note the snow load is 50 psf; not 40 psf as indicated on the plans. Inc horizontal rigid insulation at the corners shall be widened per the latest IRC. Should you have any questions, please call. Sincerely, Ernest Kollar, PE PLYWOOD SHEATHING; SEE GENERAL NOTES 4" DRAIN TO DAYLIGHT FINISHED GRADE - T.O. WALL SEE PLAN 2" RIGID INSULATION NOTE A NOTE B #4x 8" 2x6 FRAMING 1/2" DIAM. x 10" A.B. ® 4'-0" O.C. #4 CONTINUOUS d' a 4 2'—O" 1'-4" 1 ® 1'-4" O.C. 10" SLAB REINFORCING; SEE PLAN HOOK ENDS T.O. SLAB SEE PLAN #4x © 1'-6" O.C. 2—#5 CONT. AS SHOWN AT BOTTOM MINIMUM 4" CRUSHED STONE BELOW FOOTING NOTE A: EXPAND FOOTPRINT AT CORNERS PER IRC NOTE 6: 6" LEG IN WALL; ROTATE 90 DEGREES TO FIT IN PLANE OF WALL. -7 C:2, �' f, -Q f 27036 a=: ; T"��^a3.a opr�(� a oi-6-rt. ERNEST KOLLAR ENGINEERS, INC. 320 MAIN STREET, SUITE 203 CARBONDALE, CO. 81623 970-963-3223 JOB NO. 0928 DATE: 9-6-2012 JOB: Garage 1873 Panorama, Carbondale SHT. NO. 7 omestead 24 / Shed / / 50' Building Setback Lune Ltyplcai) Fou11d Rebar V/Ptas. Cap, PLS 5447 7¢ 36�. A t . / / / 1 474* r 1 1 / 1 1 1 Bur;ed Grater Line Trench a) 21.9•" • = 02.1 R w 8264 •,� L = 332.. i �f -"" -- Buried Etec �.0" -- ��► -�v 1 4 5 Alii f y .4 Kw ! 3 ' Sewer Cteanout - Sept ;c Tonk L;ds Leach Field • Vents • Horne5tead 2! Graver Driveway Found Rebar W/Pias. Cap, PLS 5447 • e i 1A• '~ ti` • V , 1 C ieao Found Rebar 1.V./'.•• . Pt -s. Cap PCS .-$44: • Water Vatve(s) Phone Ped. Water Mtr.' Pit Bur. Marker ' r :i'. • •4 • Improvement Location Certificate Homestead No. 25 Pima Ranches COUNTY OF GAR'IELo, STATE OF COLORADO Found! Reber W/ Pies. Cap PLS 5447 Ar. Y +7' • .l 'r r Building Setback Lute ttyp:ca11 • Note! As of the date of th:s Improvement Laca cion Cert;F:cote -the s.ngie Feria y res>aence s;tue tea upon this property .s stilt under coi structtan end thereFore decks, outbuildings and other .nproverents may not be shown. GRAPHIC SCALE 1 • . t -.�: '• • • ( IN FEET ) 1 inch i, 50 11 DRAWN BY: SPHELPS CHECKED BY: 8. PHELPS LAPPVD• BY: S. ALPS DATE: 10/23/00 DRAWING: 00092 JOB NO.: 00092 s. • • v • 1 4. : • • • • • • Found No. 5 Reber ti -cry 2 Open 5pacc'\ r 0. 8 DATE j REVISION DESCRIPTION `t t IMPROVEMENT LOCATION CERTIFICATE I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED BY SURVCO, INC., FOR JOEL HOLZMAN AND TANNIS HOLZMAN THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING, QR OTHER FUTURE IMPROVEMENT LINES. I FURTHER CERTIFY THAT THE IMPROVEMENTS DN THE ABOVE DESCRIBED PARCEL ON THIS DATE, OCTOBER P3, 2000, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING DR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. THIS IMPROVEMENT LDCATftDi CERTIFICATE DOES NOT REPRESENT A TITLE SCARCH BY SURVCO, INC. OR THIS LAND SURVEYOR TO DETERMINE OWNERSHIP, EASEMENTS OR OTHER ENCUMBRANCES tW RECORD. ALL INFORMATION PERTAINING TO OWNERSHIP, EASE RECORD HAS BEEN TAKEN FROM A TITLE INSURANCE COM GLENWOOD SPRINGS, INC, TITLE INSURANCE COMMITMENT DEC. 17, 1999. BY: SAMUEL D. PHELPS COLORADO REGISTERED PROFESSIONAL LAND SURVEYOR #27613 FOR AND ON BEHALF OF SURVCO, INC. NTS AND OTHER ENCUMBRANCES OF NT ISSUED BY STEWART TITLE OF R NO. 49{0.41 EFFECTIVE DATE 0 'REGI 7 . �� r • STREET ADDRESS; 1873 PANORAMA DRIVE, CARBONDALE, CO. 816 SURVEYORS' NOTES: 1) THIS IMPROVEMENT LOCATION CERTIFICATE IS BASED UPON MLNUMENTATION INDICATED AS FOUND IN PLACE HEREON.. 2) DIMENSIONS OF THE SUBJECT PROPERTY ARE TAKEN FROM THE RECORDED SUBDIVISION PLAT. 3) THIS PROPERTY IS SUBJECT TEJ THE PROTECTIVE COVENANTS AND RESTRICTIONS OF PANORAMA RANCHES AS REFERENCED IN THE ABOVE NOTED TITLE INSURANCE COMMITMENT, NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS IMPROVEMENT LOCATION CERTIFICATE WITHIN THREE YEARS AFTER YOU DISCOVER SUCH REFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS IMPROVEMENT LOCATION CERTIFICATE BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HE.REEIN. PROPERTY DESCRIPTION: HOMESTEAD 25, PANORAMA RANCHES ACCORDING TO THE SUBDIVISION PLAT THEREOF WHICH IS RECORDED UNDER RECEPTION NO 298382. COUNTY OF GARFIELD STATE OF COLORADO SHEET 1 of 1 SurvCo, Inc. Professional Land Surveying Services 1001 Grand Avenue, Suite No. 205 Glenwood Springs, CO. 81601 Phone) (970) 928-8233 Fax: (970) 928-8840 C: \SDSK\DWG \00092.dwg STRUCTURAL GENERA NOTES & SPECIFICATIONS fit:fzrttan RESIDENCE DESIGN DATA: A. OESIGN LIVE LOADS 1. Basic Roof Snow PSF 4. Gar age 40 PSF 2. Residential floors 40 PST 5. Wind 90 mph. Exposure 6 3. Decks 40 PSF 6. Seismic Zone C 6. DESIGN CODES International Residential Code, (IRC), 2003 with the International Building Code, (IBC), 2003 for Special Inspection American Concrete institute Building Code (ACI 318-99) American Institute of Steel Construction. Manual of Steel Construction (AISC 9th Edition) American Institute of Timber Construction. Timber Construction Manual (AITC 5th Edition) National Design Specif tations for Wood Construction (N0S2001) GENERAL: 1. Any changes to the contract drawings shall be submitted to the structural engineer for approval. 2. AN dimensions and details on structural drawings shall be veiled against the architectural drawings and any discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details on the structural drawings are typical. D0 NOT SCALE DRAWINGS. 3. All openings through the structural system shall be approved by the Engineer. 4. Contractor shall provide all necessary temporary bracing, shoring, guying or other means to prevent excessive stresses and to hold the structural elements in place during construction. 5. The contract structural drawings and specifcations represent the fnished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but are not limited to bracing. shoring for loads due to construction equipment and protection of existing structures. Observation visits to the site by the structural engineer shall not include inspection of tete above items nor will the structural engineer be responsible for the contractor's means, methods, techniques, sequences for procedure of construction, or the safety precautions and programs incident there to. 6. Options are for the convenience of the contractor. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional engineering work necessitated by selection of an option shall be borne by the contractor. 7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an engineer registered in Colorado. 8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber dimensions which are nominal. Verify all dimensions with the architectural drawings. 9. Where required construction details are not shown or noted on these plans the contractor shall notify the engineer and the engineer shall provide suff tient details for the work to proceed. 10. Construction materials shall be spread out if plar.ed on framed construction. Load shall not exceed the design live load per square foot. 11. Shop drawings shah be submitted to the architect for an structural items. The Engineers review is intended only as an aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. rhe contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract documents shall be f egged upon his review. The shop drawings do not replace the onginai contract drawings. It is the contractors responsibility to make sure items are constructed to the • onginai drawings. The adequacy of engineering designs and layout performed by others rests with the designing or submitting authority. FOUNDATION: A, GENERAL The foundation design was based on soils investigation by Hepworth-Pawlak Geotechncial, Inc. Job No. 100 559, dated July 14, 2000. M .xi h, .r ' • arin ssure • 1 500 psf Minimum required dead bad pressure - 0,000 psf Lateral soil pressure - Active 50 pcf - Passive 350 pcf 8. EXCAVATION 1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely complete the work. 2. Avoid excessive wetting or drying of the foundation excavation during construction. Keep excavations reasonably free of water at all time and completely free of water during placement of concrete. C. BEARING REQUIREMENTS 1. Footings shall bear on natural undisturbed soil below the frost depth required by the applicable building code. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention of the engineer. 2. Building shall be founded on continuous concrete spread footings placed on undisturbed natural soil. 0. GENERAL REQUIREMENTS 1. Centel foundations under columns and walls unless noted otherwise. 2. Provide foundation ventilation in crawl space areas as required by the 3. Back( II on walls with f II on both sides shall be compacted in equal lifts each side of wall. Walls backf lied on one side only shall have all supporting slabs, permanent framing or temporary bracing in place prior to placement of the backlit (unless noted otherwise on plans). CONCRETE: A. CONCRETE REQUIREMENTS Concrete has been designed and shall be constructed in accordance with the latest editions of the American Concrete Institute Building Code, ACI 318 and Specif cations for Structural Concrete for Buildings, ACI 301. Provide hot or cold weather protection per ACI 305 & 306. a minimums canipcesswg-strangthadays-ef- Walls & footings alb/1m Slabs ;nnD osl 2. Provide Type II cement throughout with 4% air entrainment. 3. Mechanically vibrate concrete. 4. No admixtures shall be used without approval by the engineer. 5. Addition of water to the batch material for insult tient slump is not permitted. • 6. Do not place pipes, ducts or chases in the structural concrete without the approval of the engineer. 7. Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour. 8. Concrete shall not be in contact with aluminum. t.tE Detailing, a nca Ion, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures ACI 315. 1. Reinforcing bars shall be ASTM A615 -Grade 60. 2. Welded wire fabric shall conform to ASTM A185. Furnish in f bt sheets only. 3. Concrete protection for reinforcement: Cast against and permanently exposed to earth ....... 3 in. Exposed to earth or weather #6-#18 bar 2 in. #3-#5 bar......1 1/2 in. Not exposed to earth or weather slabs & walls.....3/4 in. beams & co/s....1 1/2 in. 4. Reinforcing lap splices shall be a minimum of 36 bar diameters unless noted otherwise. Lap wire fabric reinforcement one full mesh plus 2" at sides and ends and wire together. 5. Splices in horizontal beams and walls shall occur at midspan for top bars and over supports for bottom bars. 6. Discontinue one-half of horizontal steel across construction/control joints. 7. Provide comer bars of equal size and spacing around all comers. 6. Provide 2-#5 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beams and slabs. Provide 1-#5 x 4'-0" diagonally at all re-entrant corners of slabs. 9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans. 10. Reinforcing spacings are maximum on center and all reinforcing is continuous, unless noted otherwise. C. SLABS 1. Provide control joints at 12'-0" max. spacing or as shown on the plans. 2. Provide minimum 4" compacted gravel under f bor slab on grade. The material shall consist of minus 2 -Inch aggregate w/ less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. MASONRY: A. CONCRETE MASONRY UNITS (CMUs) 1 . All CMUs shall conform to ASTM C90. 2. CMUs used below grade and all exterior walls shall be Grade "N", Type 1 and interior concrete masonry units not exposed to weather or earth may be Grade "N" or Grade "5", Type I. 3. All masonry shall attain 2,500 psi compressive strength (f'm) in 28 days. Special inspection not required. B. GROUT 1. All mortar for exterior walls and interior bearing walls shall conform to ASTM C270, Type S. 2. Grout for masonry bond beams and pilasters shall be made with stone aggregate and shall attain 3,000 psi compressive strength in 28 days. 3. Grout lifts shall not exceed 41.0" unless dean outs are provided. If cleanouts are provided then grout lifts shall not exceed 8'-0". C. REINFORCING 1. Reinforcing bars shall conform to ASTM A615 -76a, Grade 60. 2. Horizontal reinforcing shall be #5 at 48" plus joint reinforcement (standard truss type) spaced at 16" on center except as noted. A bond beam shall be installed at f bor levels, roof levels and top of parapet walls. Horizontal reinforcement to be placed in bond beam units, grouted solid. Vertical reinforcing as shown on plans shall extend full height of the wall n grouted cells, U.N.O. 3. Provide 1-#5 in grouted cell at all corners, ends of walls, each side of openings and both sides of control joints. 4. Lap bar splices 36 bar diameters. At corners and intersections, make horizontal bars continuous or provide matching corner bars. D. GENERAL REQUIREMENTS 1. Fill all voids and grout cells sold for a distance of 32" below and 12" each side of all beam reactions or other concentrated loads unless noted otherwise on plans. 2. Provide vertical control Joints in all masonry wall at 35'-0" maximum spacing as located on the architectural drawings. 3. Provide masonry lintel bond beams as follows: a. Spans not exceeding 4'-8"; provide 8" deep beam reinforced with 2-#5 bars continuous in bottom beam. b. Spans not exceeding 12'-0"; provide 16" deep beam with 2-#5 bars continuous at bottom of beam and 1-#5 bar continuous at top of beam. Install #3 stirrups (single leg) at 6" on center horizontal spacing. Bottom reinforcing shall be within 3" of the bottom of the beam. STRUCTURAL WOOD FRAMING: A. DIMENSIONAL LUMBER All wood members shall be as described in the 2001 edition of the "National design Specif Cations for Wood Construction" by the National Forest Products Association and the WWPAW. 1. Unless otherwise noted on the drawings, wood framing members shall be Douglas Fir/Larch, Grade #2 or better. Redwood members shall be construction grade. 2. Sizes shown are nominal, except when noted as RC (Rough Cut) they are full dimensions. 3. All wood members attached to concrete or masonry shall be redwood or pressure treated lumber. 4. Block all joists and rafters per the I.R.C. B. FASTENERS AND CONNECTORS Alternate fasteners and connectors to those listed below, which have I.C.B.O. approval, may be used with approval by the Engineer. 1. Connectors shown on the plans are manufactured by the Simpson Strong -Tie Company, Inc. Connectors by other manufactures shall be deemed as equivalent if their rated capacity is equal to or greater than that of the connector specif bd. Follow manufacturer's recommendations for installation of connectors. 2. All timber nailing and connections shall conform to the IRC and AITC. 3. Bolts for wood member connections shall be 3/4" diameter, ASTM A307 with a minimum 1 1/2" washer at each end (unless noted otherwise). 4. Self -drilling fasteners for the attachment to structural steel shall be "Teks" fasteners as manufactured by Buildex. C. PLYWOOD SHEATHING Plywood sheathing for roofs, f bors and exterior shear walls shall be APA Grade -Trademarked C -D, Exposure 1, unless otherwise noted. 1. Roof Diaphragms (240 plf) shall be 5/8", APA rated sheathing, 40/20 place with 8'-0" dimension perpendicular to the joist, rafter or truss span. End joists shall be staggered. Attach plywood at edges with 8d nails at 6" 0.C. and at intermediate supports with 8d nails at 12" 0.C. 2. Floor Diaphragms (250 plf) shall be 3/4", APA rated Sturdrl-Floor, 24 0.C. place with 8'-0" dimension perpendicular to the joist span. End joints shall be staggered. Attach plywood with APA glue and at edges nail with 8d nails at 6" 0.C. and at intermediate supports with 8d nails at 10" O.C. Sheathing shall be T&G. 3. Shear Wall Diaphragms (180 plf, 380 plf wind) shall be 1 /2", APA rated sheathing, 24/0 with 8"-0" dimension vertical. End joints shall be staggered. Studs shall be 16" 0.C. Attach plywood at edges with 1 Od nails at 4" 0.C. and at intermediate supports with 8d nails at 6" 0.C. Sheath all exterior walls full height with 1/2" plywood. At all corners, min. 4'-0" each direction, block plywood edges and nail as noted above. D. GLUE LAMINATED BEAMS Laminated member shall be designed and fabricated in accordance with "The Standard Specif Cations for the Design and Fabrication of Structural Glue Laminated Lumber" published by the AITC and the appropriate Lumber Producers' Association. 1. Use exterior glue for all exposed laminated members. 2. All members exposed to weather shall receive one coat of end sealer at trimmed ends. Seal all exposed surfaces with sealer coat as soon as practical after erection. 3. Appearance grade shall be in accordance with the architectural drawings. 4. If beam is cantilevered and the cantilever is greater than one-third of the back span, install beam "TOP" down. 5. Allowable unit stresses for dry conditions of use required shall be as follows: Members stressed principally in bending such as beams & girders (AITC 24F -V4) unless otherwise noted on drawings. Fb=2400 psi Fv=165 psi Fc(perp)=650 psi E=1.8E6 psi Members stressed principally in compression or tension such as columns & truss members (AITC 24F -V8) Unless otherwise noted on drawings. Fc(parallel)=1650 psi E=1.6E6 psi E. MICRO -LAM BEAMS Micro -laminated members shall be designed and fabricated in accordance with the "National Research Board" and the "National Design Specif cations for Wood". 1. Allowable unit stresses for dry conditions of use required shall be as follows: Fb=2600 psi Fv=285 psi Fc(perp)= 750 psi E=1.8E6 psi 2. Install micro -laminated members in accordance with the manufacturer's recommendation. 3. Holes, cuts, or notches not previously approved by the engineer or the manufacturer shall not be made. 4. Micro -laminated lumber is marked on the drawings as "ML" and shall be 1 3/4" wide, unless noted otherwise. F. FABRICATED WOOD JOISTS (I -Series) I -series fabricated joists with structural wood f tinges and plywood webs called for on the drawings (TJI/210, TJI/360, TJI/560) are as manufactured by Ole Trus -Joist Corp.. Joists by other manufacturers may be used if the depth and def faction is equal to or less than that of the joist specif ed for the particular span and spacing and when authorized by the Architect/Engineer. 1. Fabricated wood joists shall be in accordance with the manufacturer's recommendations. 2. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer. Header or beam size designation Joist/beam hanger designation (see schedule) Column from above with solid packout to below Column from above continuous to below Bearing wall below Column from above and to below co Cont. (-7 O Abv. olumn designation (See Schedule) T.O. PLY Building elevation ,441 Joist size and spacing Column from above terminating on beam f ib 3 2 x 8 r u Ridge Abv. ca.; FRAMING LEGEND 2 X 6 WALL - #5x @ 1'-4" VERT. TRUSSES @ 16" 0.C. - SEE GENERAL NOTES ST.O. SLAB SEE PLAN 4" CONC. SLAB SEE PLAN 2" RIGID INSULATION 3-2x8 Joist/beam bearing location Top of beam elevation Roof slope indication Column between beams Btwn. Column to below Optional beam description Extents of joist or rafter Joist/beam hanger designation PLYWOOD SIIEATHING (SEE GENERAL NOTES) 1/2" 0 X 10" A.B. @ 4'-0" O.C. TYP, T.O. WALL SEE PLAN _ II III -I I I- :_II - f ` CENTERED %d MINIMUM 4" CRUSHED - STONE BELOW FOOTING 4- 4" 4" DRAIN TO DAYLIGHT 8" CM.U. WALL 145 CONT. TOP & BOTT. T.O. FTNG. N SEE PLAN 9 in 2x WALL - BY OTHERS l7 O v DRAIN PER SOILS ENGINEER 1 TREATED PLATE W/ 1 /2"e EPDXY BOLTS @32"O.C. i77 (7" EMBEDMENT) 2'-0" SEE PLAN -#4 @1'-4" O.C. 24" #4 x 571'-6" 0.0 12" T.O. SLAB (SEE PLAN FOR REINFORCING) #4 CONTINUOUS CONTINUOUS REINFORCING (2) -#S FOR 16" WIDTH 2 See ardei gay/man/5 /elk fee-/`%/ k,2flA/t mess z0 c-407-7 . ERNEST KOLLAR ENGINEERS, INC. 320 MAIN STREET, SUITE 203 Carbondale, CO 81623 (970) 963-3223 FAX (970) 963-9395 • iabl ra 1 a !1•la W• MMf lrr '.y y. ai s✓ t1•.o� ,v , 3 t �0' '' • '?i : %' -hc- 9" f� `. • rip. ° . c � S• r•_ a!' •- (: ,OGl l General Notes and Details Holzman Garage 573 summit DR Carbondale, CO REVISIONS JOB NUMBER HLB DATE 7-13-09 DRAWN BY HIS CHECKED BY SHEET NUMBER S2