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HomeMy WebLinkAboutPlans• r' } .. t • 1 • J • •f l 0(2 - r: • • • / /Abu .Y__.- '11 0 ft 1K-IoA tf-P ARBA octet) 1001` 1O" AMENDED CONDITIONS OF PERMIT BLRE-9-11-2198 McShane Residence 486 Schooner Lane Carbondale, Colorado 1) PRIOR TO FRAMING APPROVAL, INSPECTORS DISCRETION TO REQUIRE A SEALED SURVEY TO VERIFY BUILDING HEIGHT DOES NOT EXCEED 1000 FT ELEVATION, MEASURED AT THE MIDPOINT OF MAIN ROOF AS REFERENCED ON PLAN PAGE A-5. PLEASE REFERENCE THE ATTACHED EXISTING GRADE SURVEY, SEALED, SIGNED AND DATED FEBRUARY 6, 2012. MAXIMUM BUILDING HEIGHT SHALL NOT EXCEED TWENTY FIVE (25) FEET AS DEFINED IN THE GARFIELD COUNTY UNIFIED LAND USE RESOLUTION OF 2008. MAIN KE J I DENCE NIlL1rAT•t LIOENVE9f1-44, ELEV FR0 POSED ROD • �, `a``\\ 9 c, q • z PAmio w/ - -I" AVY 0 6ZAO& RE'J' LVE TO EYI5Titv(,i 5'yoN,E C_RISBNG t(ot2.EA,SEE FE sT Dl-'Afrct I NC"a l R. A• web/FL-MAK DaTFP 25.1-1L:051 "&I1 Fc -1z C-CMP1-ETczAtiNJ- fink r. CO i OE J NOTE THESE DRAWINGS DESCRIBE REVISIONS TO PIANS DRAWN BY R.A. HAMPLEMAN ARCHITECT. A BUILDING PERMIT WAS GRANTED BY THE GARFIELD COUNTY BUILDING DEPARTMENT IN THE FALL OF 2011. AS OF JUNE, 2012 THE PROJECT IS PARTIALLY CONSTRUCTED AND FURTHER CONSTRUCTION WILL PROCEED AS DESCRIBED IN THESE DRAWINGS. DESIGN BY DAVID PANICO INC. TAKES NO RESPONSIBILITY FOR ANY AND ALL INFORMATION CONTAINED IN THE ORIGINAL PERMIT DRAWINGS OR THE CONSTRUCTION THAT HAS ALREADY BEEN COMPLETED. See ,2/4n ,i%nehmevij* 941;/dint' "u/fewer/A. 7-4 e se IzeAn d pl rms a/, 702-y/t e P� Pte//oU 5 A,,gds' )4'a se% of ted mIS/le ens'* 4-/fi5/ec7 rns . /v.", J JTLZLA RT� CAMeLETe-L-`i Re Vital CONT CcuM 1': I USED NOV 1. 2012 IRR KATE <�> J tt. (NUT tls S*LL'F--9 3:0( sc; PCi \ rrcrtirirrei, (7. AREJ+F' c • UEsT'Ats}l&4 .:N4N: Ve F�bM 1 PA•zl..if.e. AVGS (tEv 1,5E P SEPT 14, 2012 fogZCHANCIEaR2Ee To b(ZJC. J & L FEW I T plaHH *ELI mINA-Ur-140f UPPER LE EL • fkESULTINC. RE DE51L:•N OP ENTIRE 2O3P • A1ODIT1oN OF ENTRY rAV i LION /� ND Farr I co • F.E17$1CNGf- ENTet'C;4:t2&N i \�DiT'tO!_: Of UPPER DILIVe APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILD G DEPAR Date/ / Z BY LD COP NO INSPECTION WITHOUT THESE PLANS ON SITE page of BLRE-9-11-2198 ra U G3 0 LO0 0 0 V a C m E 0 —J 1=1- -= s 0 C L9 ea, U Z Ca) wF q z cE o W A P4 W z 74s V wz :44" 4t xcip ctM U 7,1 :34 BLRE-9-11-2198 6] cm 0 0 l9 U 0 0 0 L.] Lel LO CO et0 LU CHANGE ORDER DRAWINGS z w 403 SKIPPER DRIVE, Nat 261'2. Al ACCORD IMO TO COLORADO LAW YOU RUST CDrENCE ANY LEGAL ACTION RASED UPON ANY DEFECT IN MR SURVEY WITHIN TEE TEARS RETE* FOIE FIRST DISCOVER S1.101 DEFECT. IN NO EVENT. WY ANY ACTION IYED UPON AIM DEFECT IN 1x15 SUAVE. EE COMMENCED WORE TRAM 7EN YEARS FROM Tit DATE OF THE CERTIFICATION snow) HEREON. { [2\ l � 4 g / . 1 I c::\It / BENCHMARK: ASSUMED -74 ..:1.e.)! )!l ELEV. 1000.00 I BUILDING ENVELOPE ,' 7t/41 ZD 411/in /f25.0. N 89.33'11"E 5(4.53' CURVE DELTA ANGLE RADIUS ARC C I 25.20'29- 267.55' 118.34' C 2 45'36'50' 241.33' 192.13' LINES IN SPACE LAND SURVEYS PARIALLY CONSTRUCTED NOUSE Vyl/ t24* \ / TANGENT CHORD CHORD BEARING 60.15' 117.37' N 23638'08'E 101.48' 187.09' N 13628117'E • { Lot 12 r LOT 18 5. 917 AC #/- \\ —\\ po, \ d -yr\ s•� \ 1 I R l I i 1; n �j8N fe:O r 11 1 ( Lot 14 10.0' EASEMENT (TYP. /1111? —_J i i 1 10.0' 4 \ W E 0 IS 30 4S 60' SCALE: 1Ma30 LEGAL DESCRIPTION LOT 13, STIRLING RANCH P.U.D.. GARFIELD COUNTY. COLORADO CERTIFICATE 1. SYDNEY LINCICOME. HEREBY CERTIFY THAT THIS SURVEY WAS PLOTTED FROM FIELD NOTES OF A SURVEY PERFORMED UNDER MY SUPERVISION AND 1S CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. DATED THIS 6.0 DAY OF FEBRUARY 2012. 1 EY L LEGEND AND NOTES • FOUND REBAR 6 CAP PLS 31944 0 FOUND REBAR 6 CAP LS 1458 ak TRAVERSE POINT: SET SPIKE h FnuNFS 00 CET STAKE A WATER VALVE o FROST FREE HYDRANT in TELEPHONE PEDESTAL (0 FI FCTP 1r. TRSNWPW4Fn ® GAS RISER EDGE OF DRIVEWAY o JUNIPER TREE PINON TREE TOPOGRAPHIC MAP 0486 SCHOONER LANE CAgE3ONDALE, _COLORADO ar LINES IN SPACE SYDNEYL/ACCDA` (L.S l4III) 167 GISVW000 APE C4,WIWALE 02 970-953-38521 DATE 02/6.4042 SCALE r- JD' ,.134 Adz' V-5 1. srRL, Iv Of 1,IYING� ROctv1. GnoR \ g{iCyr• OF C bti"C 4<ti o 452 OT5--12. (ri 1tw+. c'4•EQ• f otbm'i Raft' CANE( 2Uxei, '4r -hTai: , Li 4` hT 'I f -P Iwl f -11 M I2-7402- CK IHF� CONC C`1 Ir GEN'fr 11. LIN F or ENM, tZ-CflS L.{ VI KV., Rood l IN LE -t' hi t eFILI (0» .I , 114 a fP d.rTie -,." _: L)NAr_con1 '._. 1, Iti Q 46E i to c i0 1✓IUhf L AfzEA, 0 E- LitVIi;C f4 Wit? of CctNY- ''66Th ry k 4 4 w' z CONI. Eq [' rrG 14/. • tn—we Mx.7+f' .' 20x° r ouTR.`a ti 24. rtza t1' N'Aeo4r2otti >- L L11 CtLet (Aria +.4,../ ! 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E'( [)ICL HEM f'E MAN FOR PE.IaM IT 19SUEG BY MS Cly,Rf=•1EL1) COL.IMt( 15L.11 L.D/Net P F''`R.tMENT IN of 2011 I. j CHANGE ORDER DRAWINGS • de P-1 C:Z (II Lir r:L4‘, C: PHONE 970-963-6169 .A2 \.<.< Ri C 1. 4 , _ • 1 6111 MN.Fiy. 75 •1' 4' 724 aci Lice • ' •1 I ,e c_ F A Rp;r I -1 • • NOfL :Lou r,:•; ,DF Gue;s-i• t --,N.1 I -AL— . re.F.V ,c.2 NS TO Z. • N:.- 2.C.:1 I ANGE • 4. A3 !. •i j i 1 j. . k I ; : J„ J .• , ...0 t 2 : i tr - . --, \ 7 } : 1 . tfj . : ._4; ,:,H 2-...s : i ;;; I I;:' i'• -17---1 7 1 6 -o : • 1: 4 ‘r: I 41 E i I • . 1-1171.: ; I ••• ,;\ • • • 1.-7---r-r! • ; • • ! i •• • !T. • V / / / ----L . • 'Tr- 4., -4 • •: r z 3. : ts • . ga, •,s. I : \ 1,1 • a / • ( • . i • , • -4 t 0 --t DESIGN BY DAVID PANICO INC. 403 SKIPPER DRIVE, CARBONDALE, CO. PHONE 970-963-6169 LJ c.° MCSHANE/ CALVIN RESIDENCE LOT 13, STIRLING RANCH, GARFIELD COUNTY, CO. ?SLi '0 t.CC).12.14.1.41 briE.F.45r., CS' 9 61 5/61 ir .0. LON!, L.441/4s62. 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" -5-frk4E E -1,:i17. •-41 • • 11S .;" rZ C ) 4 - 4,1 I )11#•• ttz 9 ceoll T1/I r: re"' F-.22 il(PC&L, its7014/-4k '41E, .1.itL. y4- " " • • 141g t` i• ; : c. -iv c:e.h"..-!t- • • • r , rs-,t el-it...04.: • . --- • r ; • C . -14'.3,.; • .1 P....p. ' L)V1 1•.M: fy,45.r 1 Por I: C) 'A . ; .........i. 1. ' .. 1 • Z- 5 s.).. -...!!•••• r't: Arc; • . gAr.rrag &HO' 417P:r U-: -_,o. !.JL 1 • t ' r 04,11.M.•••••... 14 • U1/4,171c..11.- i ' Ici•,),c,.z.2.1,T2 : !!, - • 4:40 • 2 417 C° 7 ' " rc - -177:STIMZEie 51;:.? 1• tfrice$,L I5AggE1- % 11 IL gr -OF •"! ( TcP7C.4irTF.,X71,)4?.2 Tttc.c. • u. NYEt k.C-X:r? -bju Ord Ca NAL pe.1:44.,1- --vie' • !-3 UN?' ••-•;• c'.: (4, t.,r74.-: cap: F1,-VIA0 ... - CS-es:A TI.ZArff 4) P.41.‘ZU CHANGE ORDER DRAWINGS • Nov 1 C012.1 eivm Ful• P-NC,t 1L • wkra. jri.,f .f:'C _ Gorr' g 21 7?-rivf r4 Pes_ `•-•••1- TO. •4 . V - TO. .'f`t r1C:1';'ri MAC- u7 . 0.-F‘ ZOFara-rT f vJ f.$ -'CUA c. -.&C..-4-'- __.c.i--s-f V'E N ry., ,. • . L! ;r r;FOC 1,41 }. - Dk6 4 Farr 1 Ir - \ ! �j 1 4xN' i i'� «. it d 1i „ E 'y b4) r II linr6 v4 64*1/4,41 HAVE ENGINEE.RlNG• FCR INSPE(:.TOR AT TIME OF NSPEC I �� / • 72 4.-.4 E‘47) CA: r'. : G\TT (.. S ORI\ i Llk'IF i.4 RcGM M1 reg. '!1-1- } • / MA�7T _. , F'}N 6 4 •.]CE.C, -a- L Vk 9 t'?c.r- t_i izj17t..a.15M 1 V.,/ E N - . Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. NE r {La eoft,t2E42• . FC C..L'ttl. ;i Cz folk TW 4 C 1 PATIO 1-C) :) ffAn CHANGE ORDER DRAWINGS w2. GENERAL 1. Design Criteria: a. Code: 2003 LRC & !BC where required b. ASCE 7 Building Occupancy Category 11 c. Design Roof Snow Load Pf=50psf d. Floor Live Loads 40 psf e. Deck Live Loads 50 psf (snow) t Seismic Design Category "C" g. 3 Second Gust Wind Velocity 90 mph, Exposure B, GCpi=0.18 h. Allowable soil bearing 2,000 psf w/ 1/3 increase for toe of retaining walls. i. Active soil pressure 55 pcf for restrained condition j. Passive soil pressure 350 pcf k. Coefficient of friction .40 2. Work shall be performed in accordance with regulations of all agencies having jurisdiction, including, but not limited to: Federal, State, County, and OSHA standards. 3. Dimensional information provided is for reference and check purposes only. The Contractor shall coordinate all dimensions among these documents and with the Architectural, and verify all field conditions. Any discrepancies encountered that may affect the work shall be communicated to the Engineer at the earliest prior to proceeding with any work that may be affected. 4. The Contractor is responsible for all bracing and shoring for vertical/wind/seismic/soil retention loads, shoring and protection of adjacent property, temporary construction, and means that may be required to cavy out the work safely and appropriately. Field observations by the Engineer shall not encompass these considerations. 5. Questions to the Engineer regarding these documents shall be addressed through the General Contractor or Architect. Subcontractor questions shall be addressed by or with the General Contractor. 6. Shop drawings shall be reviewed by the General Contractor prior to submittal to the Engineer end any deviations or requested substitutions from the construction documents must be clearly identified. Submit a minimum of five (5) printed copies for review. Electronic fifes may be submitted additionally in advance to facilitate and help expedite review. Allow two weeks turnaround time from receipt of panted copies for the Engineer's review of shop drawings. 7. Where discrepancies maybe encountered in the construction documents, the more stringent requirement shall govern unless otherwise clarified by the Engineer. 8. The Contractor shall furnish and coordinate all soils/materials testing and .special inspections as required by the project specifications, including soil compaction, concrete compressive strength, structural steel bolting and welding, and masonry compressive strength. 9. Engineer's acceptance must be secured in advance for all structural substitutions. 10. These documents are intended to complement the Architectural documents and shall not be used independently thereof 11. These documents are intended for the exclusive use of this project. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil, Inc. must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. SHEAR WALL SCHEDULE MARK PANELING NAILING FRAME SILL CONN. HD/T!ES @ END END POSTS HD EMBEDS O (10'-3) 15/32 OSB 1 ori @ 3-12 Blocked 2x6 (5)4' Ails HDQB-SDS3 @ Each End (2)-2x6 Trim & King Each End 5/8 Allthread & nut 12" min. orSSTB16 O varies 15/32 038 10d @ 6-12 Blocked 2x6 in A B 'S @ 16" 0.C. NONE 2X6 NONE O varies 11" gypboard fid @ 4-7 Blocked 2x6 or 2x4 16d @ 8" NONE 2x6 or 2x4 NONE O varies 11" or i" gypboard 6d @ 4-7 Blocked 2x6 or 2x4 16d @ 8" or 1/2" bolts @ 48" O.C. NONE 2x6 or 2x4 NONE O (12'-3) 15/32 038 10d @ 6-12 Blocked 2x6(16 _" A,�,,S HDU2-SDS2.5 (2)-2x6 Trim & ling Each End 4"X 5 4" EMBED TJTEN HD O15/32 (4'-2) (3'-10) OSB both sides 10d @ 6-12 Blocked 2x4 i"A.B.'S @ 12" O.C. HDQ8-SDS3 @ Each End (3)-2x6 or (2)-2x4 Trim & King studs 5/8 Allthread & nut 12"min. orSSTB16 O15/32 (4'-0) OSB both sides staggered 104 @ 4-12 Blocked 2x6 (3)4" A B 'S HD 10A @ Each End (4)-2x6 or (5)-2x6 total 7/8 Allthread & nut 16" min. or SSTB28 O15/32 (4'-O) OSB both sides staggered 10d @ 4-12 Blocked 2x6 (3)-3" A.B.'S HDIOA @ Each End (2)-2x6 Trim & King Each End 7/8 Alfthread & nut 18" min. or SSTB28 O (19 1) 15/32 OSB 10d @ 6-12 Blocked 2x6 3"A.B.'S@ 16" NONE (2)-2x6 Trim & King Each End NONE O varies 5/8" gypboard 6d @ 4-7 Blocked 2x6 1"A B 'S @ 16" NONE 2x6 NONE i0 varies 5/8" gypboard 5d @ 4-7 Blocked 2x6 3" A B ,s @ 16" NONE 2x6 NONE (14'-2) _ 1 2 0- B 1. • @'.- ' Blocked 6 () " 6 A.B.'S 0 2 D .5 2)- x6 rim : King Each End S : 0 ' 12 (8'-6) 1 2 OSB 10d @ 6-12 Blocked 2x6 1.. @ 8" NONE - 6 N E 4.5',3.5' d Blocked S `"'ri1�Ji0p' a15/32 14 (T -O) OSB both sides staggered 10d @ 5-12 Blocked 2x6 (4) "A B. S HDU8-SDS2.5 @ Each End (2)-2x6 7/8 Maimed & nut 24" min. or SSTB28 15) (5'-0) 15/32 OSB 10d @ 4-12 Blocked 2x6 (4)-41A B. 'S HDU4-SDS2.5 @ Each End (2)-2x6 SSTB20 16 (5'-7) 15/32 OSB 10d @ 4-12 Blocked 2x6 (4)-3'A.B.'S HDU4-SDS2.5 @ Each End (2)-2x6 SSTB20 17 x(11_7) /5/32 OSB 1Pd @ 6-12 Blocked _ 2x6 (4)4" A.B.'S _ NONE _ _ (2)-2x6 - NONE NOTE: AT ANY GYPBOARD SHEAR WALL, 1" OSB SHEATHING NAILED WITH 10d@6-12 MAY BE USED. SEF 9/S3.1 FOR TYPICAL SHEAR WALL NAILING, STRAPPING AND HOLD-DOWN INFORMATION GENERAL NOTES FOUNDATIONS & CONCRETE 1. Foundations have been designed using the values stated under the "General" section opposite based on the subsurface study by HP Geotech dated July 26, 2010 Gob number 110 171A) The Contractor shall notify a representative of the Geotechnical Engineer upon initial excavation in order to certify the excavated conditions. N findings differ from the originally anticipated conditions and/or design modifications are required, the Engineer shall be promptly notified in order that any revisions may be made prior to proceeding with construction. 2. Any verification of existing conditions required on the drawings is to be performed at the start of construction. The Engineer shall be notified of confirmation of the required verification items or discrepancies therein in a timely fashion in order that the modifications may be made appropriately. 3. All bottom of footing elevations shall be a minimum of 36" below grade or local frost cover requirements if greater. Footing elevations referenced herein are for reference only; final elevations to be determined by field conditions and Geotechnical Engineer determinations. Al! footings shall bear on undisturbed natural ganular soil to be verified by a representative of the geotechnical engineer prior to placement of footing forms. 4. Clay soils encountered in subgrades should be removed to avoid post construction settlement due to compressibility potential. Extend footings to native undisturbed basalt rock granular soils with prior approval of the engineer or backfill with suitable structural material under observation and with the approval of the geotechnical engineer. 5. Clay soils below slabs on grade pose a greater risk of slab movement if subgrade wetting occurs. Risk of movement may be reduced at Owner's option by removing clays and replacing with suitable structural fill approved and tested by the geotechnical engineer. 6 Backfill shall be compacted to a minimum of 95% standard proctor density in structural or paved areas and 90% in landscaped areas. 7. Prior to placement of structural reinforcement, the bottom of excavation shall be viewed by the Geotechnical Engineer to certify adequacy of subgrede for placement of concrete. 8. All footings shall be placed on firm, undisturbed natural soil or property compacted and tested backfill with prior approval of the Geotechnical Engineer Contractor shall protect excavations and direct site drainage to avoid deterioration of substrates prior to concrete placement. 9. Concrete compressive strength (Pc) shall be 3,000 psi at 28 days. Aggregate shall conform to the requirements of ASTM C-33. Maximum Ry ash content in cementitious material shall be 20%. Maximum slump at the truck discharge point shall be 6". Air content shall be in accordance with local industry standard practice. 10. Non -Shrink grout shall be Rapid Set, Masterflow # 928, or equal meeting ASTM C-1107 with prior approval of the engineer. 11. Adhesive anchors shall be Hilt] HY150, Simpson Set, RamseURed Head Epcon A7, or Power Fast. These shall be of the depth indicated and shall be installed in accordance with the manufacturer specifications. Special Inspection shall be provided where specifically noted on the drawings. 12. Expansion Anchors shall be Hilti Kwik Bolt Il, Simpson Wedge -All, Ramset/Red Head Tiubolt, or Power Stud. These shall be of the depth indicated and shall be installed in accordance with the manufacturer specifications. Special inspection shall be provided where specifically noted on the drawings. 13. Reinforcing steel shalt be high strength deformed bars in compliance with ASTM A-615. Reinforcing steel to be welded shall be ASTM A-706. Yield strength (Fy) shall be 60 ksi. Welded wire reinforcement shall conform to ASTM A-185 and shall be lapped a minimum of one full mesh at ends and sides and tied together. 14. All bars and embedded items must be secure prior to placement of concrete; placement of any items during the pour is not permitted. 15. Unless noted otherwise, clear distance to reinforcement for placement against earth shall be 3" and clear distance to reinforcement for placement against forms shall be 2" for bars #6 and greater and 1-1/r for bars #5 and smaller. 16. Splices in reinforcement shall not be made unless otherwise detailed herein or previously approved on the fabrication drawings. Unless noted otherwise or prohibited, lap length of reinforcement steel shall be 32 db (bar diameters). Continuous reinforcement in beams and walls shall be spliced at midspan for top bars and over supports for bottom bars. 17. Provide a minimum of 245 bars at alt jambs, heads, and sills of openings as well as a!! top and bottom of walls, top of wall steps, top of grade beam stems, bottom of wall steps and bottom of grade beam steps. 18. Wall concrete must be allowed to cure for a minimum of 7 days prior to backfill unless high early additives or other measures, such as partial backfill to facilitate other portions of the work are specifically approved by the Engineer in advance. 19. Expansion control joints shall be spaced at a maximum of 25' on walls and slabs. Cold joints or construction joints shall be as detailed herein or otherwise pre -approved by the Engineer. Slabs on grade may be poured continuously and sawcut within 12 hours at minimum 15' intervals 1/8" x 1" deep. Reinforce slabs on grade with welded wire 6x6-W2.1xW2.1 U.N.O. on plan and pour over a 4 inch gravel drainage course U.N.O. on plan. 20. All exposed concrete edges shall have a minimum of 3/4" chamfer or 1/2" tooled round unless noted otherwise. 21. Reference Architectural drawings for non-structural concrete. 22.. Care should be exercised in backfill. Heavy equipment should not be used in proximity of retaining walls or stem walls. When backfilling stem walls that have soil on both sides, backfill should be brought up evenly to avoid loading the walls in retention. 23. Reference Architectural and Civil drawings for waterproofing and drainage provisions. All walls are designed for backfill free from groundwater pressure and alt footing subgrades shall be protected from excessive wetting - a reliable perimeter drain with adequate slope and suitable discharge must be installed per a Geotechnical Engineer's recommendations. STRUCTURAL STEEL 1. Structural shapes shall conform to ASTM A-36 exceptA992 for wide flanges, A-53 Grade B for pipe columns and A-500 Grade B for tube steel. 2. Anchor bolts shall be A-307 unless otherwise noted. Where adhesive anchors or expansion anchors are installed, special inspection shall be provided where specifically noted and as required by the Building Official. 4. Structural Steel fabrication drawings shall be submitted in accordance with the latest edition of the AISC "Steel Construction Manual" Shop drawings shall be reviewed by the General Contractor prior to submittal to the Engineer and any deviations or requested substitutions from the construction documents must be clearly identified. Allow two weeks turnaround time for the Engineer's review of shop drawings. 5. Complete penetration field welds shall be volumetrically inspected by special inspection and other field welding shall be visually inspected by special inspection in accordance with AWS 191.1. as required by the Building Official. 6. Welders shall have passed the Americen Welding Society (AWS) standard qualifications tests per AWS 01.1. 7. Adequate bracing/shonng shall be installed to withstand construction/wind/seismic loads until field connections are complete, shear walls are in place, and the structure is secum. TIMBER PRODUCTS 1. All studs shall be DF or HE Stud Grade and plates shall be DF or HF No. 2. Exterior studs shall be 2x6 @ 16 maximum spacing. interior studs shall be 2x4 @ 16 maximum spacing U.N.O. 2. Glue Laminated members shall be made of Douglas Fir -Larch with 12% MC and shall conform to 24FV8 or, with prior approval from the Engineer, 24FV4. Tops shall be clearly labeled. 3. Laminated Veneer Lumber shall be 2800 Fb grade by Boise Cascade or approved equal. When multiple LVL's are called out, used typical nailing and bolting as followed: 2 LVL's use 2 rows of 16d sinkers @ 12" O.C.; 3 LVL's use 3 rows of 16d sinkers @ 12" 0. C.; 4 LVL's use M" Dia through bolts 2 rows @ 24" O.C. staggered. 4. Plywood and Oriented Strand Board. Flooring shall be 23/32" 48/24 rated T&G glued at joints and joists and nailed w/ 10d (x 2 1/4) at 6-12 unless noted otherwise (U.N.0.). Roof sheathing shall be 19/32" 40/20 rated nailed w/ 10d (x 2 1/4) at 6-12 with all edges supported by framing, Gips or blocking and shaft be oriented perpendicular to rafters U.N.O. Conventional shear wall (SW) sheathing shalt be 15/32" CDX. Conventional shear walls shall be nailed w/ 10d @ 6-12 with all panel edges blocked and nailed U.N.O. in the shear wall schedule. 5. Wood trusses shall be designed to fulfill stress requirements and/or loads noted. At a minimum, design for 10 psf top chord DL and 10 psf bottom chord DL in addition to roof loads. Shop drawings shall include calculations bearing the stamp of a Registered Engineer and shall be submitted to the Engineer for approval prior to fabrication. 6. Al! exterior wall and interior bearing wall door and window headers shall be DF or HF No. 2 grade unless noted otherwise. Exterior headers shall be 3-2x10 and interior headers she!! be 2-2x10 U.N.O. OR All exterior wall headers shall be 'Efficient Headers"in compliance with the Efficient Building Program consisting of 9 1/2" LVL interior and exterior lams around a rigid insulation core unless noted otherwise. interior bearing waif headers shall be 2-9 1/2" LVL unless noted otherwise. Interior non-bearing wall headers shall be 2x4 flat. 7. Exposed timbers shall be DF No. 1 or better and appropriately treated. 8. Rafters and alt built-up floor/roof sawn lumber members shall be DF or HE No. 2. 9. Joists shall be glued and nailed to hangers. 10. Studs of gable end walls may break at lateral supports such as ceding lids. Otherwise, studs shall be continuous bottom plate to raked top plates. 11. Provide solid blocking (rim, 2X, or LVL) in floor framing between upper load bearing wall bottom plate and lower wall top plate when these run perpendicular to floor joists to prevent crushing of joists where load bearing wall also occurs below. 12. Provide double joist or perpendicular blocking at 24" o.c. minimum below non -load bearing partitions running parallel to floor joists. 13. Provide blocking between joists at all interior load bearing walls and at midspan where spans exceed 14 feet 14. Provide blocking within floor and roof systems in conformance with IBC requirements and below posts for continuous bearing to foundations or support beams/columns below. 15. Lag bolts shall be lead drilled for threads for NDS standards and clearance drilled for unthreaded shank portion. 16. Provide adequate venting at crawl spaces, attics, and within rafters (Re: IRC and architectural details) 17. Unless noted otherwise, minimum nailing shall be in accordance with IBC Table 2304.9.1 - Fastening Schedule. 18. Steel connectors shall be manufactured by Simpson Company or approved equal. Contact Simpson Rep Brian Gillen for pre -construction meeting/info on hardware at 720-530-5391. Unless noted otherwise, hangers to join rafters, joists or beams at flush conditions shall be U or HU designation of the full dimension of the framing member. 19. Isolated beam -to -post connections shall be made with Simpson CCQ or CC column caps unless detailed otherwise. Beams bearing on stud packs or posts within wall framing may bear directly on the wall top plates. 20. Isolated post base connections shall be made with Simpson AB series post bases unless detailed otherwise. Posts or stud packs within wall framing may bear directly on the wall bottom plate. 21. All toad bearing headers shall be supported on double king and double trim studs of the same width as the wall unless noted otherwise. LEGEND STEEL WIDE FLANGE COLUMN STEEL PiPE COLUMN TUBE STEEL COLUMN ► MOMENT CONNECTION C STEEL BUCKET FOR TiMBER BEAM [ HANGER FOR TIMBER MEMBER STEEL TO STEEL SHEAR CONNECTION ■ POST DOWN - (3) 2X6 U.N.O. ❑ POST UP - (3) 2X6 U.N.O. POST UP AND DOWN - (3) 2X6 (U) & (3) 2X6 (0) U.N.O. ■ CRIPPLE POST WITHIN FRAMING LEVEL (3) - 2x6 U.N.O. EDGE OF PLYWOOD SHEATHING BEAM FRAMING MEMBER �■ STEEL FRAMING MEMBER L r WOOD FRAME BEARING WALL BELOW 2X6@ 16EXT /2X4@ 16 INT U.N.O. WOOD FRAME BEARING WALL ABOVE 2X6@ 16EXT /2X4@ 16INT U.N.O. SHEAR PANELING SW SHEAR WALL (IBC 2305.3) O VERFRAME AREA • UNDERFRAME AREA FLOOR ELEVATION TRANSITION TOP OF WALL STEP Ci BOTTOM OF GRADE BEAM STEP ( ) TOP OFSTEELELEV ] TOP OF TIMBER (WALL PLATES OR BEAM NAILER) T.O.S. TOP OF SLAB ELEVATION T.O.F. TOP OF FOOTING ELEVATION T.D.W. TOP OF WALL ELEVATION T.O. PLY. TOP OF PLYWOOD ELEVATION T.O. PL. TOP OF PLATE ELEVATION F.O.S. FACE OF STUD I U.N.O. C.J. CLR. ABV. (U) (D) (T) (E) (N) V.I.F. ADH. UNLESS NOTED OTHERWISE CONTROL JOINT CLEAR ABOVE UP DOWN THROUGH EXISTING NEW VERIFY IN FIELD ADHESIVE SHEET INDEX 31.1 GENERAL NOTES, LEGEND & SHEAR WALL SCHED. S2.1 FOUNDATION PLAN S2.2 FIRST FLOOR FRAMING PLAN S2.3 UPPER FLOOR FRAMING PLAN S2.4 ROOF FRAMING PLAN 334 FOUNDATION DETAILS 34.1 FRAMING DETAILS S4.2 FRAMING DETAILS These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. GENERAL NOTES SHEAR SCHEDULE LEGEND & SHEET INDEX Scale: AS NOTED Date 9/10/10 10/3/11 10/5!12 11/28/12 Description PERMIT SET Coordination Arch. Revs. Pod & Misc. (Clouded) I El C G1LNWQOD STRUCT - AND CIVIL, INC-. F l=ng i nee rs . Constructors 8 12 Pitkin Avenue Glenwood Springs, CO (970) 928-0135 Fax 928-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 11'-O 1/4" DOWEL (N) WALL INTO (E) W/#5X30" WI AHDES!VE AND 8 314" EMBED AT TOP, BOTTOL! AND MJDHE!GHT 2 PLACES TYP. TYPE 2 WALL TYPE 2 WALL 22'-1fl V2" TYPE 3 WALL N I RE: ARCH T.O.PIER --� T.O.F. 81'-01/2" T.O. SLAB TYPE 6 WALL 4" CONCRETE SLAB ON GRADE REINFORCED WI#3@l6" 0.C. EACH WAY ON 4" MIN. OF FREE -DRAINING GRAVEL BASE TYPE WALL TYPE 3 WALL 03 LP co CV WORK SHOWN THIS SHEET PROJECT KEY LP LP TYPE 4 -34 WI SSTB20 TYPE 6 WALL 4" CONCRETE SLAB ON GRADE REINFORCED W/#3@16" 0.C. EACH WAY ON 4" MIN. OF FREE -DRAINING GRAVEL BASE 92'-6" 5'-9 7/8" Abiki 93=0 CRAWLSPACE CRAWL SPACE GRADE MUST BE MIN. ELEVATION SHOWN THROUGHOUT PRIOR TO WALL BACKFILL CV 0 in 131 a. ci •--(10WEL INTO FOOTING SIM STL. COL. • • • ,43 CO SIM COMBINED FTG 1 TYPE 3 WALL TYPE 2 WALL L 98'-9" 93=0 16 0 Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. / 4'-7 1/4" 9 TYPE 5 WALL 9W-9" TYPE 1 WALL 1/8" 27'-9 1/4" FOUNDATION AND BAS ENT PLAN 0' 2' 4' INTERIOR F0077NG SCHEDULE a<> SIZE THK REINF 40 21-6" SC) 10" 2-#4 EA WAY • 3=0" SQ 10" 3-#4 EA WAY 40 4`-0" SQ 10" 5-#5 EA WAY . 5=6" SQ 12" 7-#5 EA WAY 0 5=6 x NOTES: 1. ELEVATIONS BASED ON FIELD DATA PROVIDED BY GENERAL CONTRACTOR AND ARCHITECTURAL ELEVATION 100=0 = SITE ELEVATION 984.5. 2. MAIN LEVEL FLOOR MUST BE FRAMED AND FLOOR SHEATHING NAILED OFF PRIOR TO BACKFILLING BASEMENT WALLS. 3. DIMENSIONS ARE PROVIDED AS A GUIDELINE. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS These documents am intended for the exclusive use of the project specified below. The use of these documents for any othe r purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. FOUNDATION PLAN Scale: AS NOTED Date 09/10/10 10/3/11 10/5/12 11/28/12 Description PERMIT SET Coordination Arch. Rev's Pod & Misc. (Clouded) LIENWOOD— AND CIVIL, INC. 812 Fitian Avenue Glenwood Sprinqs, CO (970) 928-0135 fax 925-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 HDU2-SDS2.5 FROM TOP PLATE TO WALL. ATTACH TO WALL W/ 5/8"X 6 3/4" EMBED ADHESIVE ANCHOR. TYPICAL 2 PLACE TREATED LEDGER W/ 16d @ 6" @ WOOD FRAMING AND 1/2'X4" EMBED EXP. ANCHORS @ 12" O.C. INTO CONC. p,7r7 :3^;...r ,r7 77 r// 7'77'77'1'7 77 7" /T. aJ 4 's isT+ 1 4%i7 �G"o 100'-0" T.O.PLY. Fi " /777 r/'• ....-r7r7 r/7r777r77 777 -7,777'." er Q Q n n n L C -C2- .. 1 t : I W16X36 (99'-9 3/4) J u v L it•• n -J 7- J 7 •a1.......aa.aa..a.aa.aa •aa aa.aa.ae.aa. iL SIM .aa.•••an eaeaaaaad Ll..l./.L G./..:./ . L..[ !../.1..,C.. L/.L. L. 4L.,C/..L.L.%.:.7..2.44 L..!..(..I..L L.l.,[./..L [.L,l../.+:..C..l. L./..L..C.L .I./L./.1. �.L.:./... r i (3)-18" LVL (99-11 1/4) u 00'/1' (2)-12" LVL (99'-11 1/4) n '777/7 ..,. E-] C i9 G,o r L a G 5 \a5) 4x6 TREATED POST W/(2)-1/2" EXP. A. TO WALL (MIN. 4" EMBED) AND A8W46 POST BASE AT FOOTING. BLOCKING UNDER COLUMNS IN JOIST SPACE SIM E Cr) rrrf'--.'-r: 77/7 7-7 BLOC! COLLIE SPACE PROJECT KEY WORK SHOWN SHEET S2.5 These documents am intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. 1-16 FROM COL. TO LEDGER & BLOCK BELOW COL. IN JOIST SPACE SIM. 9'-0 1/8 -4 COF 2X12 TREATED LEDGER W/ 1/2" X 4" EMBED EXP. A. AT 16" O.C. t a+/ ?T (2) 12" LVL (98'-11 3/8) (2)-12"LVL (98'-11 3/8) / TREATED 12" LVL @ 16" 99'-)" T.O.PLY. it - J L1 t ATTACH JOIST TO CONCRETE W/(2)-3/4" X 5" EMBED EXP.A. SPACED 6" FROM CORNER & 9" O.C. 4 F s i 4 f 4 4 = // Y../,l../..L..C./ L.f.1. b.! t1..t/ NOTE: FLOOR AREA BELOW POWDER ROOM MAY BE OVERFRAMED DIRECTLY OVER GARAGE SLAB W/ OWNER'S ACCEPTANCE OF RISK OF MOVEMENT AND CRACKING OF FINISHES. IF NOT ACCEPTABLE, CONTACT ENGINEER FOR ALTERNATE FRAMING OPTIONS riedynint NPmdkt 2,421r»i n7 ( n Pt 40)17 5;e/by pyill 5-„ e. seea/e , er c/./ t i. ....NM..M•..M.Me... 1/...,r ...,., 7_ l../.L /..L f../._J._ • f. :.L ::./.[./ L e:-.1 ,/.-Ll%':%ii(:7i.;:::./, FIRST FLOOR FRAMING PLAN • elec e/fit / ,e z 4 Irl 47,env / /5 .Qv_ idired .t/ gait! »ixpec%•on . • ?/ec7ji/61/ 4/A/efi ve/ /S /7I -941/1 -ed C/f/h f/ /rlrec»tel 0' 2' 4' 8' SCALE: 1/4" = 1'-0" McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. FLOOR FRAMING PLAN Scale: AS NOTED Date 09/10/10 10/3/11 10/5/12 11/28/12 Description PERMIT SET Coordination Arch. Rev's Pod & Misc. (Clouded) rL 171 N OOD 5TKOCTQF L AND CIVIL, INC. c CD Engineers • Constructors 81 2 Pitkin Avenue Glenwood Springs, CO (970) 928-0I 35 Fax 928-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 S2.2 ti • • i •\ •\ \ • 4 \ • • \ \ • /1 7I8" BCI 9.{J 2 Q w \ (2)-12" LVL \ / r n (3)-14" LVL 6" TYPICAL 110' 10" T.m.PLY. / • \ \ (2) -LVL BLOCKING ATTACH TO BEAM W/(8)-25SDS600 \ / / / / \ -• w'w rr w +r PROVIDE WEB STFFENERS SNUG TO TOP AND BOTTOM FLANGE OF JOIST UNDER BEARING WALL 2x6 @ 16" Timberstrand —4 a • \ e • \ •• 1 54e '//- At' • r / / / / / / / / / / / / / / / / / / / / / / / / / / Li 1. \ SECOND FLOOR FRAMING PLAN NOTE: 12" LVL AND I JOISTS ARE NOMINAL. ACTUAL DEPTH IS 11 718" \. J DENOTES SHEAR WALL BELOW, SEE SHEAR WALL SCHEDULE ON SHEET S1. 0' 2' 4' 8' 16' SCALE: 1/4" = t'-0" These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE ■ LOT 13 STERLING RANCH GARFIELD CO. UPPER FLOOR FRAMING PLAN Scale: AS NOTED Date 09/10/10 10/3/11 10/5112 11/28/12 Description PERMIT SET Coord ination Arch. Rev's Pod & Misc. (Clouded) GLENWOOD 5TKDC:1 UKAL ANC) CIVIL, INC. Engineer5.Canstructar5 8 12 Pitkin Avenue Glenwood 5pring5, CO (970) 928-0135 Fax 928-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 $23 k 3 1/2" HEEL HEIGHT V.I.F. 4.60 12 N W � W T sso SIM. /70, WINDOW COMPONENTS BELOW TO BE ABLE TO TAKE A MINIMUM OF 1/4" DEFLECTION �.,\s .:a aye\ 4-31 STRAP SIDE OF BEAM TO DOUBLE TOP PLATE W/ MSTA40 2X8 OR 2X6 @16 BEARING WALL 10 1/7 HEEL HEIGHT V.I.F. 4.60:17 SIM. 4 n C- O –1 O 7 7 V` J TRAP SIDE OF BEAM 0 DOUBLE TOP PLATE / MSTA40 G\+ \`ti Ce 6012 I (2)-12"LVL HDR AF` 60 2 (109'-4 1/21 1IN1/44,444L.;k#\ N I, 117/8"BC! 6000 16N`\``,1I (2)-12"LVL HDR u H6 FROM BEAM TO COL . I1 V 4x6 HDR OPTIONAL 4' 2X4©16" PONY WALE W/ 15/32 OSB ONE \i N an SIDE OR (2)-2X4@24" 4,43 ALIGN DBL STUDS W/JOISTSABOV , 2 N k ....6:.12 6 "HEEL HEIGHT V.I.F. L 1 t18'-5 1/8" V.LF. i kk _!F AAA .ty /I#�.frItA MTS30 FROM BEAM TO COLUMN (2) 11 7/8" LVL ISM E / 6X8 MIN. [110'4)4 Re: ARCH 2X6@24"ATTACH TO 1 JOIST PACK OUT OVER INSIDE HDR W/(3) -16d TYPICAL JOIST 11 7/8" BCI 6000 @ 24" (SPAN LESS THAN/51-6) DRAG TRUSS 4000# (2)-10" LVL HDR 0) 0 SI TYP. HDR. PER GENERAL NOTES 'V } ±241 3/8" VERIFY VALLEY BM. BEARING @ EXT. WALL DUE TO SLOPE CHANGES & POWDER ROOM CHANGES NOTE DOOR HEADER CHANGE AT NEW LOCATION TO (2) 11 7/8" LVL t13'-3" V./.F. �( POSITION OF RIDGE RE: ARCH ' PRE-ENGINEERED RF TRUSSES AT TIME OF FRAME INSPECTION %CGL so�'ST • A/6/ /g HAVE ENGINEERING FOR INSPECTOR N 0 0�O coCa/ \ / / / / \/ 6:12 HIP MASTER n n (3)-14" LVL HDR $444,44144>n .,rs<„ ti cx.. ,/O /S- /7 z z/ [109'-5 1/81 ROOF FRAMING PLAN PROJECT KEY WORK SHOWN SHEET S2.5 7 / C48 "R8 86 (2)- X7 r ,</ 7 M-.n6Pis - s CredAyt,n7 rent',ec-4zn _ch ' Pe//. See 5 ea /e/-1ye si NOTE: 12" LVL AND !JOISTS ARE NOMINAL. ACTUAL DEPTH IS 11 7/8" DENOTES SHEAR WALL BELOW, SEE SHEAR WALL SCHEDULE ON SHEET SI. 0' 2' 4' 8' SCALE: 1/4" = 1'-0" These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. ROOF FRAMING PLAN Scale: AS NOTED Date 09/10/10 10/3/11 10/5/12 11/28/12 Description PERMIT SET Coordination Arch. Rev's Pod & Misc (Clouded) H T E. :l C GrFNWQOD— STRUCCTURAL AND CIVIL, INC. Engineers .Constructors 81 2 Pitkin Avenue Glenwood Springs, CO (970) 928-01 35 Fax 925-9504 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 S2.4 • 9 en f'1 V-2 1/8" a 0 5'-10 1/4" 5' 10 3/8" HDU2-SDS2.5 W/ SSTB20 / / 1 ACE GRADE 11N. ELEVATION IROUGHOUT WALL BACKFILL -� / d r / / 13'0" 47'-6 5/8" r J A AAA 0 J / / HDU2-SDS2.5 W/ SSTB20 / 1 r - it HDUB-SDS2.5 TO (2)-2X MIN. W/ SSTB28 94'-0 t V.I.F.— T.O. F. �� 2'-0" '�� In 95-00 T. O. W. Ail DI 4 L___J o 94'-0 t V.I.F. r- — — — T. O. F. , 95-0 T.O. W. 5'63/4" L L 14'-6" - e1. 10"/- TYPE 6 WALL TYP. AT POD T 5'-9 1/2" / O 00, u, i0 W ecd ti ' 5 7/8" t N C 0) 42 DOWEL INTO FOOTING W/(2) -#5X3'-0 & 5" EMBED IN ADH. & #5X3'-0 @ 16" DOWELS INTO WALL 0) N 0) N L._ J 5'-9 7/8" e• - - 5'-4 5/8" §. i0 0) d ti 0 m d ti 1 6• 3/4" 4 O) I L_ 4=5 1/4" d HDU2-SDS2.5 W/ SSTB20 J 94'-6" T.O. GRADE J 1 -4 1J 6'-1" t 48',41!?" 21'-5 1/2" 1'10" POD FOUNDATION SCALE: 1/4" = 1'-0" /-5; /z, 77 Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. - foc/iny , See Scti LL'14 FA? S5. 1 1 touget i veru`!. PROJECT KEY WORK SHOWN THIS SHEET PRE-ENGINEERED RF TRUSSES HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION Tc t G CP so/7511Y/�,/B /"r bs7 /L eAnitv5 "fir/v/f (�,.n€c/'e413 5-AF/n- a'-, 7, 5ee 5theci/e /dye 5/ // /A?/p? 5 9. f / /7 r r 99'-0 1/8" T.O.PLY. HU410 W/(18) -1/4"X 1 3/4 TITEN OR 4x6 TREATED POST W/(2)-1/2" EXP. A. TO WALL (MIN. 4"EMBED) & A8W46 POST BASE @ FTG. 4x6 TREATED POST W/(2)-1/2" EXP. A. TO WALL (MIN. 4" EMBED) AND AB W46 POST BASE AT FOOTING. BLOCKING UNDER COLUMNS IN JOIST SPACE u.... 2 • L. —J , Q 9 J Irs BLOCKING UNDER COLUMNS IN JOIST SPACE H6 FROM COL TO LEDGER & BLOCK BELOW COL. IN JOIST SPACE . c i / / L_ ■ #,9i/ 2X 2 TREATED LEDGER W/ /2" X 4" EMBED EXP. A. AT 16" O.C. �m//4 o (2)-12"LVL HDR P3 c ro P. tir2X6@24" ATTACH TO i OVER INSIDE HDR 1110'-4] HU410 W/(18)-1/4" X 1 3/4 TITEN OR 4x6 TREATED POST W/(2)-1/2" EXP. A. TO WALL (MIN. 4" EMBED) & AB W46 POST BASE @ FTG. POD FLOOR FRAMING IP MA TER DRAG L PAD=15 )0# Li u u 2X6 MIN. @ 24" PER 6/S4.2 6:12 SCALE: 1/4" = 1'-0" STRAP DRAG TRUSS TO WALL W?S22 STRAP SIM. ONBO, RE -ENGINEERED RF TRUSSES S SIDES OF WALL HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION - - -, tett e s07,1 MA, g cos 6:12 HIP MASTER 6:12 TRUSSES @ 24" a. ce "RB -1" DENOTES A ROOF BEAM TO BE 4X8 MIN., NOTE. VERIFY ALL TOP OF PLATE AND BEAM EVATIONS TYP Cc 14.1 POD ROOF FRAMING These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that penbd is not authorized. McSHANE CALVIN RESIDENCE STERLING RANCH GARFIELD CO. POD ADDITION PLANS Scale: AS NOTED Date Description 1. EngineersirConstructors 81 2 Pitkin Avenue Glenwood Springs. CO Fax 928-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 c Continue shear paneling @ rim see floor details Holdown & connecting rod through floorplate for shear wall above where occurs per schedule 1'1 [1 Upper wall sill connection per schedule III. 4. .�...' _..:. for shear transfer between walls • u End post per sched (2-2x6 F / i\ edge of uppe shear wall solid lock under stud thru joist space • / Strap per plan. Equal length above sill pl and below top pt's (see 18/S4.1) When sheathing on both sides of wall, stagger location of panel joints. 3x at panel joints where req'd in shear wall schedule Strap per plan. Equa ength above sill pl and at header, wrap strap around header as req'd 1 1" Edge nailing per sched - (10d@6U.N.O.) Hold down @ end __ per sched 4. y' HD embed per sched. ck for SSTB anchors ) that must be in place prior to pour -i m 1 '• ( 3x frame @ adv. pane! edges where noted on sched. double 2x w/ 6-16d per foot allowed where specifically noted II II Blocking @ pan& edges tum on edge where 3 x @ adj edges is req'd on sch. 1 41 Edge nailing per sched (10d@6U.N.0.)•. A. 11 1 Field nailing per sched (1Od @ 12 U.N.O.) 3x sill where / req'd on sched. 2"sgx3/16 bearing washer where req'd on sched. 1: 4 t I a . " II .. I .:. . 11 Top of cont. A " Si!! conn. per sched. anchor bolts or adh anchors 4. s" interchangable both 6" min embed (E) concrete wall type 1 -- (E) concrete footing type 1 sum s ii n Attach header to king studs w/ HUCQ610 or LTP4-- ea. end each side, U. N. O. Trim studs optional /— w/ HUCQ610 hanger at header Hold-downs at king -- studs as noted on — plans Continue shear pa ling across floor see llo details for shear transfer acro floor Holdown anchor across floor where occurs TYP SHEAR WALL FRAMING CONDITIONS NEW WALL ON EXiST. FTG. Provide #5x1.-7" dowels at all horz. rebar w/5" embed into adhesive (N) 6" min. concrete wall w/#5@16"o.c. horz. & vert. #5@l6" dowels into - - (E) footing w/5" embed and adhesive. m 1/2" Anchor bolts or adhesive anchors @ 48" O.C. #4 x 12" Dowels @ 18" 30# felt isolation joint Apply bond breaker to top of footing SCALE: 3/4" =11-0" Fol Interior bearing wall framing per plan 5 1/2" wide concrete curb or grouted CMU 20"min U.N.O. SPT.O.W. er P1 $T.O.S. er Plan Per Plan 2- #5 Cont. T&B w/ #3 Ties @ 24 Place footing on undisturbed native gravel or tested backfill with engineer's approval CONTINUOUS INTERIOR FOOTING( 10 SCALE: 3/4" = 1'-0" F12 4" Non-structural CMU to grade to support stone veneer re: arch SCALE: 1/2" = 1'-0" H 4' . s Epoxy to conc wall w/ 3 1/2" embedment (Hilti HY 150) Conc wall CONCRETE LEDGER OPTION Stone veneer Re: arch for details Conc ledger w/1-#4 cont 0 TYPICAL STONE SUPPORT SCALE: 3/4" = 1'-0" #3 "hairpin" dowels @ 24"o.c. 6" 16 Timber post per plan Steel base p! 3/8" x 8" x 8" w/(4)-1/2" dia. x 5" embed adhesive anchor (or anchor bolts) 1 #" from edge of p! (2)43 Rebar @ 3" O.C. #3 Rebar @ 12" O.C. (3)-#4 "J" Dowels w/ 6" horizontal leg 7" min. embedded into footing Footing reinforcement per plan " n 1 n a✓• 1' 0 3.1 3/8" kerfed plate, welded to 5 is x5 f" pl Steel pl 3/8" x 5 1/2" x 5 1/2" TS4x4x3 x 2" welded to pt's above and below T O. Pier Re: Arch Waterproofing per owner & architect Stone veneer, per arch. tie per code Exterior Grade EKik; #; 4' cmu for stone veneer support, - as req'd. Infill void space between concrete and CMU 170 Sonotube form U.N.O. $TO.F. Per Plan Place footing on undisturbed native grade or propedy compacted & tested backfill with engineer's approval 3'-0 x 4'-0 min EXTERIOR COLUMN SUPPORT See 8/S3.1 for stone veneer support where required Wall framing, shear wall paneling, edge nailing and anchorage per plan \ SCALE: 3/4"= i'-0" Min. anchorage: 1/2" AB w/ 6" min. embed @ 48" 0.C. 30# felt isolation joint /7,..,.-- 1/2" fiberpad Slab -on -grade, reinforcement & base course per plan Wall reinforcement: #4 Verts @ 24" O.C. #5 Horiz. @ 18" O.C. w/ 2-#5 T&B 8" wall thickness U.N.O. Roughen surface T.O.F. Footing reinf.' (2) #4 cont. Foundation drain system Re: Geotechnical report Place footing on undisturbed native grade or property compacted & tested backfill with engineer's approval g U •9 e to o P $TO.S. Note: © North wall of garage when TOW elevation 102'-2 occurs, continue 6" wall thickness to TOW Footing dowels: #4 w/ 7" embed into footing -- to match vertical bar spacing altemate honz. leg direction. Extend leg to 2" from edge of ftg. 1/2" fiber pad sealed 20" min U.N.O. .- Note: Coordinate w/ architectural & civil for foundation drainage, insulation and waterproofing FOUNDATION / SLAB SCALE: 3/4" = 1'-0" F23 Slab -on -grade, reinf vapor barrier & base course per plan TOW per plan Tvniral haadsr Approach slab slope away from structure verify w/ arch. Wall reinforcement: #4 Verts @ 24" 0.C. #5 Horiz. @ 18" O.C. w/2-#5 T&B TOF per plan Foundation drain system _ RE: geotechnical report Footing mint & (2) #4 continuous Place footing on undisturbed native grade or property compacted & tested backfill with engineer's approval (2)-2x6 king studs Footing dowels: #4 w/ 7" embed into footing to match vertical bar spacing altemate horiz. leg direction. Extend leg to 2" from edge of ftg. 8" wall U.N.O. on plan w. .I.V�r��r • .4 S 4 �: \t. .. e: <C���`��V � Note: f�� ' Coordinate w/ 1 � `5�. architectural & civil `.'`®�/� o" for foundation drainage, t See plan insulation and waterproofing FOUNDATION / SLAB @ GARAGE / DOOR SCALE: 3/4" = 1'-0" F25 Per Plan T.O.W. . Top Horiz. Reinf (Bars "Q) . . Ck Plan for additional TOW Reinf. Re: Architectural for W.P. & insul. regatta Wall Thickness: (GG) Centered Footing Dowels: (Bars "G') w/ standard 90° hook embed (EE -3") into ftg. & around cont. bar Roughen Surface 30# felt isolation joint Slab -on -grade or crawl space grade where occurs - to be in place prior to backfill Fooling Heel Reinf: (Bars "B) Per Plan A T.O.F. " 6' Min. Backlit! grade or slab where occurs Slope away Vert. Reinf. centered in wall: (Bars "K") Horiz. Reinf: centered in wall. — (Bars "N) Max Backfill Height Abv. Ftg: (Hr) Dowel Projection: (Gh) Footing Toe Reint (Bars "A") Place footing on undisturbed native grade or properly compacted and tested backfill w/ engineer's approval 4 2' a o (J CO Bottom Horiz. Reinf: (Bars "P") Footing Long. Reinf @ top: (Bars 'D") Thickness: (EE) f Footing Long. Reinf @ bot: (Bars "C") Toe Heel C Foundation drain system Re: Geotechnical Report Dim: — Dim: (B8) (CC) Ftg. Width: (AA) --- NOTES: 1. Re: Foundation Wall & Footing Schedulefor dimensional and reinforcement requirements based on wall type per plan 2. Re: Typical Wal! Reinf & Step Footing Detail and Typical Corner Bar Detail for balance of information. 3. See floor framing details for framing connections 4. See 8/S3.1 for stone veneer support CONC. WALL & FTG. DET. SCALE: 1/2" =11-0" Relwailst 7ypeasemant Wad FOUNDATION WALL 8 FOOTING SCHEDULE PER WALL TYPE Abbreviation Description Units 1 2 3 4 5 6 AA Footing Width ft. -in. 3'-6 3'-6 3'-9 3'-0 3'-6 2'-6 BB Footing Toe Dimension ft. -in. 1'-2 1'-5 1'-5 1'-5 0'-11 0'-11 CC Footing Hee! Dimension ft. -in. 2'4 2'-1 2'-4 1'-7 2'-7 1'-7 DD Key Width ft. -in. _ __ _ _ _- __ EE Footing Thickness in. 10 10 10 10 10 10 FF Key Depth in. - -- - - - - Bars A" Footing Bottom Transverse #4@18 #5@24 #5@1 8 #4@12 #4@18 #4@18 Bars "8" Footing Top Transverse - -- - - - _ Bars "C" Footing Bottom Continuous (3)45 (3)#5 (3)45 (3)#5 (3)445 (3)45 Bars "D" Footing Top Continuous - -- -- -- -- - Bars "E" Key Reinforcement - -- - - -- GG Wall Thickness in. 8 8 8 8 8 8 Hr Max Retained Height ft 7'-0 10'-6 10'-6 9'-0 7'-0 3'-6 Bars "F" Earth Side L -dowels - - - - - -- Fh Projection of Dowels "F" ft. -in. Bars "G" Center L -Dowels #5@9 #6@1 2 #5@9 #5@ 12 #5@18 #4@18 Gh Projection of Dowels "G" ft. -in. 3'-6 3'-6 5'-0 3'-6 3'-6 1'-6 Bars "H" Open Side L -dowels - __ __ __ _ Hh Projection of Dowels "1-1" ft. -in. - __ -- _- __ - Bars "i" Earth Side Verts -- - -- - - - Bars "K" Center Verts #4@18 #5@18 #5@l8 #4@18 #4@18 #4@18 Bars "L" Open Side Verts - -- -- - -- - Bars "M" Earth Side Horizontals - - - -- -- -- Bars "N" Center Horizontals #5@1 8 #5@1 8 #5@18 #5@1 8 #5@18 #5@18 Bars "0" Open Side Horizontals - - - - -- - Bars "P" Wall Bottom Horizontals (2)45 (2)#5 (2)45 (2)#5 (2)445 (2)45 Bars "0" Wall Top Horizontals (2)45 (2)#5 (2)45 (2)45 (2)#5 (2)#5 WALL & FTG. SCHEDULE SCALE: 1/2" = 1'-0" RoMaaSl Typea samenwell NOT USED #3 Rebar or #9 Win ties@ 12" 0.C. (For erection only) 4-404 "J" Dowels w/ 6" horizontal leg 7" min. embedded into footing Footing reinforcement (4)-#4 Each way SCALE 3/4" = F6 v A Timber post per plan (Use 4x4 if none noted) Simpson ABW series post base w/ anchor bolt or adhesive (6" min. embedment) S3.1 T.O.W. Per Plan -- Crawl Space or SOG 44 4 4 170 Sonotube form U.N.O. $TO.F. Per Plan Place footing on` undisturbed native gravels or property _ compacted & tested backlit! with engineer's approval 4'-0 x 4'-0 0 WOOD POST a DEEP PAD SCALE: 3/4" =1.-0" F6 These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. FOUNDATION DETAILS Scale: AS NOTED Date Description 09/10/10 10/3/11 10/5/12 11/28/12 PERMIT SET Coordination Arch. Rev's Pod & Misc. (Clouded) 9 1 c GLENWOOD 5TRUCTUKAL AND CIVIL INC. Engineers •Constructors 81 2 Pitkin Avenue Glenwood Springs, CO (970) 928-0135 Fax 928-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 S3.1 Shear wall framing, sheathing & nailing per plan Edge nailing Shear panel break Shear pan& strip @ floor level face nail to rim wI (4) 10d's per foot Edge nailing Shear panel break Option: Shear panel break may occur at top of upper plate w/ LTP4 applied at plate break over cradling 16d @ 6" Floor diaphragm boundary nailing 1Od@6" Floor sheathing Versa rim continuous Shear wail framing, sheathing & nailing 1 ja'st or solid blocking @ 48 for two bays Shear block w 16d @ 6" -hum rim to block & block to top pl Continuous double top plates face nail w/(2) 16d's per foot & min lap 61w/ (10)-16d's Per Plan FLOOR EDGE @ FRAMED WALL SCALE: 1" _ =0" F9 14" LVL ridge board Inverted hanger, per plan Roof slope - per plan Roof sheathing Boundary nailing 10d@6" Rim or i -Joist Blocking over support Floor sheathing & nailing per plan Boundary nailing 10d@6" Beam, per plan 2x6 blocking nailed to beam w/(3) -16d per block Floor joist w/hanger, per plan-- FLOOR lan-- FLOOR STEP CANTILEVER Roof sheathing & nailing per plan Boundary nailing 10d @ 6 u.n.o. 2X blkg. w/ (3)16d toenails 2X6 min. outrigger one side w/ 10d nails @ 6" O.C. to rafter top Range 4' back min. 10d @ u_n.o. SCALE: 1" = 1'-0" F24 Roof slope per plan Floor sheathing & nailing per plan Boundary nailing, 10006" hanger, per plan One row of blocking between support and ridge VPA Connector — Attic pony wall, per plan 2 Rows I -Joist Blocking @ 18" 0. C. Cantilevered joist CANTILEVERED ROOF JOIST AA A Recess steel plate 5/8" max into wood studs below beam A SCALE: 1" = 1'-0" Steel beam, per plan Steel pl 1/4" x 5 1/2" x 6" welded to steel beam and w/(9)-SDS25300 screws spaced 1 12" min required studs as noted on plans STEEL BEAM TO WOOD COL SCALE: V' = 1'-0" 529 Attach L4x4x1/4 to joist w/(3)-3/4" bolts Steel beam wax pl w11/2" bolts at 24" staggered 3 MIN. Block out l joist web w1 4x and glue and screw w/(9)-SDS25500 screws at 6" L4x4x 114 both sides of beam, both sides of column (4 req'd) 2x wI(2)-16d at each joist Edge nailing Shear wall framing, sheathing & nailing per plan Shim, as req'd — Floor sheathing & nailing per plan Blocking w/(3) -16d toenails per block 7 Bear joists 1 314" min on beam. Fur out at blocking as req d - Beam, per plan FLOOR STEP AT BEAM Attic pony wall, per plan eb stiffener full width of bearing per mfr reccomendations Floor sheathing & nailing per notes Joist web stiffener per mfr. requirements I -joist per plan Shear block w 16d @ 5" from rim to block & block to tap plate Continuous double top plates face nail w1(2) 16d's per foot & min lap 6' w/ (10)-16d's ROOF AT ATTIC JOISTS Roof sheathing & nailing per plan Boundary nailing led @ 6 u.n.o. 2X blkg. w1 (3)16d toenails 2X6 min. outrigger one side w11 0d nails @ 6" D.C. to rafter top flange 4' back min. 10dr@6" u.0.0. SCALE: 1" = V-0" U. F11 0 CID? � m Roof slope per plan (2)-2x10 w/(2) -16d at each joist Edge nailing Shear wall framing, sheathing & nailing per plan Web stiffener full width —of bearing per mfr reccomendations -w.ilift-74 Floor sh 7 & nailing 111 Versa rid continuoIwo �� , 4-10d Pia Beam Per Pi Face nail per lateral not Column cap, i .----- or General Nc Column per pl Hoist or solid blocking @ 48 for two bays Shear block w 16d @ 6" from rim to block & block to top pl Continuous double top plates face nail wI (2) 16d's per foot & min lap 6' w/ (10)-16d's ROOF AT PARALLEL JOISTS cathing per notes 4S Roof sheathing & nailing per plan Boundary nailing 10d @ 6 u.n.o. 2X blkg. w/ (3)16d toenails 2X6 min. outrigger one side w/ 10d nails @ 6" a c. to ratter top flange 4' back min. FB4x4x1/4 weld to steel beam w/1/4" fillet wets 2 sides and use 518" bolt at angle BOTTOM FLANGE BRACING SCALE: 1" = t'-0" R40 10d @ 6" u.n.o. SCALE: 1" = 1'--0" F9 Roof slope per plan See 14/54.1 See Plan for post support requirements -- ---. beyond. SCALE: 1" = V-0" F24 Diaphragm boundary nailing: 2 rows 10d @ 6" U.N.O. Wall per 2154.1 - Wall per 2154.1 Double lyoist blocking over wail Note: Provide solid Rim or LVL blocking for crush blocking below post locations 16d @ 6 Shear wall framing, paneling & nailing where occurs, per plan / sched. BEA RING WALL Floor sheathing & nailing per plan Boundary nailing 10d@6" SCALE: 1" = 1'--0" F74 Floor sheathing & nailing per plan Boundary nailing, 10d@6" Beam, per plan 2x6 nailed to beam w/16d @ 6" -Floor joist, per plan STEP AT PARALLEL JOISTS Web stiffener full width Shim, as req'd SCALE: 1" = V-0" F24 2x12 overframe joist w,LB212 hanger (N) Concrete wall AT OVERFRAMING 2x6 wall 2x treated pl (ripped) w11r2" anchors at 32" o.c. (2)45 cont. at top of wall FOUNDATION AT POP -OUT Floor sheathing and boundary nailing 10d@6" T. 0. PIy. Par plan Treated plywood T. O. W. Per plan Steel beam wax p1 w11/2" bolts at 24" staggered —of bearing per mfr Floor sheathing reccomendations & nailing per plan Floor sheathing & nailing per notes Joist web stiffener per mfr. requirements Add? block at inside edge of stud -ljoist per plan SHALLOW HEEL HT IN ATTIC SCALE: 1"= 1'-0" Block out web w/ wood - and w/12" bolts at 24" 0.C. Floor joist, per plan FLOOR STEP AT BEAM SCALE: 1" = 1'-0" r24 SCALE: 1" = 1=0" F4 16d toenails @ 6" — See 1/S4.1 for sill plate and anchorage CANTILVERED JOIST @ FOUNDATION WALL SCALE: 1" = V-0" F6 Floor sht'g. and nailing per plan Versa -rim or /joist Blocking COLUMN TO POST 7 •0 , 4-10d Pia Beam Per Pi Face nail per lateral not Column cap, i .----- or General Nc Column per pl I -Joist web stiffener per mfg. requirements where top flange is not confined by hanger or where req'd on plans SCALE: 1" = l'-0" F7 s er plan tes an Floor sheathing and nailing rr plan Face mount hanger per plan 1 joist per plan 1 -joist web stiffener per mfr. equirements where req d on plans IOR Check plan and shear wall schedule for wall framing, paneling, nailing, and additional sill bolting regmts. T.O. Pt Per Plan F.O.W. Per Plan 2x sill treated Foundation wall �- Minimum anchorage: 1/2" anchor bolts @ 24" O.C. Unless otherwise noted in shear wall schedule. (6" min. embed) Treated floor joists, per plan Floor beam per plan (See general notes & plan for bolting/nailing) Floor sheathing and nailing ' r plan f joist per plan - Top Range hanger per plan (1 joist web stiffener not rug'd) Floor beam per plan (See general notes & On for bolting & nailing) FRAMING @ WOOD BM SCALE: 1" =11-0" Ff Floor Diaphragm boundary nailing 10d @ 6 U.N.O. Floor joists and sheathing per plan Note: cut joist end to ft tightly against wall 1 -joist web stiffener per mfr reqmts where req'd on plans Joist hanger per plan FLOOR FRAMING INTO FNDN Check plan and shear wall schedule for wall framing, paneling, nailing, and additional sill bolting reqmts. T.O. Ply Per plan T.O. W Per plan 2x sill treated Foundation wall See 1/54.1 SCALE: 1" = 1'-0" F5 Floor Diaphragm —boundary nailing 10d irg 6 U.N.O. 10d @ 6" O.C. into blocking 1 -Joist Blocking 2 joist bays @ 48" D.C. ITT or any series top flange hanger Note: cut blocking to fit tightly against wall FLOOR FRAMING PARALLEL #3 stirrups at 12" o.c. throughout Continue horizontal wall reint thru beam typ. fi SCALE: 1" = 1'-0" F5 Beam per plan 1/21 plate w1(4) -1,2"x 6"embed - Titen HD anchors on 10" gage & 8" min. spacing 8" thick Concrete Lintel w/(2)45 bottom extending 24" beyond edge of opening (or with standard hook if 24" is not possible) STEEL BEAM TO BRACKET AT CONCRETE LINTEL SCALE: 1" = 1'-0" 515 1/2" steel cap pi w1(4) -3J4 bolts TS or pipe column per plan floor foists and hangers per plan 2x nailer PL w/112" bolts at 24" o.c. staggered each side STEEL BEAM AND COLUMN CONNECTION SCALE: 1" = i'-0" F8 These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE • LOT 13 STERLING RANCH GARFIELD CO. FRAMING DETAILS Scale: AS NOTED Date 09110/10 10/3/11 10/5/12 11128/12 Description FOR PERMIT Coordination Arch. Rev's Pod & Misc. (Clouded) l_. 7 GLE NWOOD AND CIVIL:1NC. Ali Engineers . Con str uctor5 8 i 2 Pitkin Avenue Glenwood Springs, CO (970) 928-0 } 35 Fax 928-9504 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 S4.1 Prefab truss / Drag truss -- ,-lam Roof slope 41 per plan -Roof sheathing Boundary nailing 1Od@6" Rim or /-Joist 111\i‘ et,„ Blocking 4jnerBearing AN I -joist rafter per plan VPA Connector. Stub wall 2x6016" Insulated Header per plan f ROOF AT iNT. BEAM/STUB WALL 4" Edge of Floor Frame to Edge of Foundation Wall Roof sheathing arid boundary nailing 10d@6" Roof joist, per plan. Note DBL joists Req'd adjacent to wall eieN cont. �rfmboard w/16d@6" cont. 2x6 w/16d@6" Doubled top plates face nail w/ 2-16d's per foot & min. tap 6' w/(10)-16d's Provide blocking and edge nailing @ shear panel breaks Roof joist, per plan Note DBL joists Req'd adjacent to wall V.. - INTERIOR SHEAR WALL ent WF beam wax nailer pl. w/ 5/8" die bolts @ 24" staggered SCALE: 1" = R41 Ceiling framing by others to brace the wall (not at SIM section) Roof joists, per plan -- Roof sheathing and boundary nailing per plan 1 Doubled top plates face nail w/ 2-16d's per toot & min. lap 6' w/(10)-16d's Provide blocking and edge nailing @ shear panel breaks IPS DRAG TRUSS SCALE: 1" = 1'-0" R41 Roof sheathing and boundary nailing 10d@4" 16d@6" Floorjoists and sheathing per plan "pt. welded to vert stiff pl. or tt pt & w/(2)-1/2" dia. x 4"lag - bolts -Roof joist, per plan Per Plan Beam, per plan Minimum anchorage: 1/2"anchor bolts @ 32" O.C. U.N.O. (6" min. embed) (2) 1/4"x3" SDS Screws (SDS25300) from blocking to sill plate 3/8" Stiff pt w/ (2)-t/2" dia. x 4" lag bolts into column Cope WF beam at column as req'd STEEL BEAM TO COLUMN 8 5/8" Face of Stud to Edge of Fdn Wall 4" Edge of Floor Frame to Edge of Foundation Wal! SCALE: 1" = 1'-0" R41 blocking w/(4)-160 per block Doubled top plates face nail w/2-16d's per foot - & min. lap 6' w/10)-16d's Provide blocking and edge nailing @ shear panel breaks Roof joist, per plan EXT. WALL AT JOIST BRG Per Plan Re: Architectural for Waterproofing Reqmts Floorjoists and sheathing per plan 4 10d@6"O.C.tnto ANT Roof seething & nailing per plan Boundary nailing 10d@6U.N.O. -2X blocking H5 clip ea rafter Bent WF beam w/2x nailer pt w/ 5/8" dia bolts @ 24" staggered 3/8"pl. welded to vert. stiff p1. or bent pl. & w/(2)-1/2" dia. x 4" lag ----- bolts --'bolts 160 toenails @ 6 Minimum anchorage: 1/2" anchor bolts @ 32" O.C. U.N.O. (6" min. embed) block the first two bays of joists at 24"o.c. Beam, per plan (2) 1/4"x3" SDS Screws (SDS25300) from blocking to sill plate Beam per plan ck plan for splice reqmts. ROOF EAVE BM SCALE: 1" = 1'-0" R1 3/8" Stiff pl. w/ (2)-1/2" dia. x 4" tag bolts into beam — - Line of original steel beam STEEL BEAM TO WOOD BEAM SCALE: 1" = 1'-0" R41 waterproofing, per arch. #5012" transverse #5@ 12" dowels from wall w1 24" embed into wall and slab 115012" top at steps #5012" bottom w/std hooks at E.E. TYP both flanges & web (complete pen) / web stiffener \ to flange 12 RE: PLAN Stiffener to both side of web to match flange Floor framing and sill plate per 17/S4.1 Steel bent moment frame & beam per plan see balance of roof details for nailer and rafters and ck plan for special requirements BENT BEAM @ RiDGE SCALE: 1" =11-0" 372 Roof sheathing & nailing per plan Boundary nailing, 10d @ 4 min. 2X or Versa -rim blocking 2X6 top flange nailer Rigid gable beam per plan w/ 5/8 bolts @ 24 staggered to flange nailer RAKE (a, STL. GABLE SCALE: 1" = 1'-0" Roof sheathing & nailing per plan —Boundary nailing H5 ea rafter Gable end wall w/ sheathing per general notes i 2X blocking ."orVersa-rim A35 @ 16" O.G. •`�1 \--Lookout rafter Roof sheathing & nailing per plan Boundary nailing Full length LVL or sawn lookout rafter w/ tail ripped Gable end wall w/ sheathing per general notes RAFTERS AT RAKE WALL SCALE: 1" = 1=0" 1/4" Stt. bucketsaddle w/ end plate Typical header per general notes �....1 1/4' bent pl bucket/saddle w/ 2-5/8 bolts Lowered beam w/stub wait Above ECCENTRIC SADDLE @ TS SCALE: 1' = 1-0" 323 (2)-2x6 king studs between each header 2x6 at sill (2)-2x6 king studs between each header CS20 continuous across each trim and king stud & w/14) -10d at each end and 10d @ +/-4" HEADER STRAPPING SCALE: i/2"= 1'-0" S4.2 Roof truss per plan H2.5A or hardware as req'd per truss mfr. talcs Roof sheathing & nailing per plan Boundary nailing per plan - 10d @ 6 min. 2X blocking 16d toenails @ 6" See plan for truss configuration Doubled top plates Face nail w12-16d's per foot & min. lap 6' w/ (10)-16d's Wail framing per plan Simpson VPA connectors Shear paneling & nailing when; applicable per plan TRUSS EAVE SCALE: 1" = 1-0" Ra Roof sheathing & nailing per plan _Ridge beam per plan (attic pony wall at sim section) DROPPED RIDGE BEAM SCALE: 1" = 1'--0" R28 Roof sheathing & nailing per plan Simpson VPA connectors perpian L�t�1 ►-T-dl 2x6 brace at 4' o.c. (both sides of beam) w/A35 at beam and nail to side of joist w/(3) -10d nails Rafters per plan S4.2 2x6 @ 24' O.C. pony wall Lowered ridge beam per plan DROPPED RIDGE SCALE: 1" = 1'-0" Roof slope per plan Roof sheathing & nailing per plan Boundary nailing 10d@ 6 u.n.o. 2X or Versa -rim btkg. w/4"dp. "V" notch at middle third for airflow 10d @ 6" LTP4 ea bay u.n.o. if shear paneling does not extend up into blocking Rafter Per plan Web stiffener full width of bearing per mfr reccomendations 2X4 cripple below outrigger Doubled top plates face nail w/ (2) 16d's per foot & min. splice 6' w/ (10)-16d's check plans for strap splice requirements 11 @ Beam Bearina Wall framing per plan 4'-0" W/ T-6" (n.f.s.) 3'-4" W/ 2'-0" overhang 2'-6" W/ 1'-6" overhang 15132 OSB w/ 10d @ 4 Beam per plan 2X6 min. outrigger one side w/ 100 nails @ 6" O.C. to rafter top flange 4' back min. �`` Shear paneling & nailing per plan Note: Coordinate cut style and length w/ architectural dwgs Overhang 21--6" max Re: Arch. !-JOIST EAVE SCALE: 1" = 1'-0" R8 These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Stnicturai and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. McSHANE CALVIN RESIDENCE LOT 13 STERLING RANCH GARFIELD CO. ROOF FRAMING DETAILS Scale: AS NOTED Date 09/10/10 10/3/11 10/5/12 11/28/12 Description PERMIT SET Coordination Arch. Rev's Pod & Misc. (Clouded) H 1 1 t7FFKIWCX)1D UCTURAL AND CIVIL, INC. 0 Engineers •Constructors 81 2 Pitkin Avenue Glenwood Springs, CO (970) 928-0135 Fax 926-9804 Job Number 10290 Designer/Drafter MCJ Engineer AG Date 11/28/12 S4.2