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HomeMy WebLinkAboutPlans6'-0" 33 '-10 1/2 " 39'-7 1/4" 69'-7 7 /8" 5 '-5 1 /2" 24'-3 7!8" 11 '-91 /2" 6 '-0" 4 '-9 3/4" 1 0'-3 3/8" 8'-11 5/8" 1 '-31 /2" ( FTNG:Ji: ~A ~ @ Abv. @r-~LtJ ----I ( ·-r '; __ ~-------+-------+--+----._ _ _j L~~ N '-.,. ' "' ~ @ ~ ~Abv (FTNG A~-(G)Abv . ( TN G:A)-----.._1-~~bv -'i<--------+---------:-rl ------------'1.------------~---------------~~-.----"1< @' -c§ 1• --L c;n_j -------~--~ 1--+-i~----'k r-- -__ .... ____ _,____ ----1-· --I ------, I L _ _j .... f---..J ::: I I I I (j>Abv ':; I I I 1 r_.f:;~+-~-~;-~~~~:;-~===:;=== · I I r -----------h M N '--3 '-7 1/2" I I : : ~ : r ---------------:£;'st~· +-~-----'k- 1 1 1 o 1 " 20'-6 3 14" ·0-;-r 1 I ~ .F-• ' ~ -'1<------'1<---+----'-r ------...J I I I I I I N II Abv . "' I r-..... ------_.....~j 11 I ~ +---""' ~ 1 1 ;::: ;;; I I '-......:!!!!!, ~ :;: ( FTNC : 8~ I ' I "( 8" I 4'-91 /4" 47'-6" '--~-__ ...J -I '""--,j I o , ~ , '''· • H'·""" r 11''"'.: 1 0 ' U'> M N '- N ' '-.,. '- -M ',, ~<: L.2.-------------'-~--------"--____________ ::: _ _:_: ____ ! _:::_:::::: _ _:__: _ _: __ " • I N ' II I SL-'-------~-->1.-, . o 3 , ~--..1 ......_ ml+-'·,~ ~ 53 ~-;· ~ +--------+ ~ i .--, T.O.SLAB : I ' -------'1. I I '1<----------"l' ... .,..l I ' '-' 100 '-0" I ' l I i. 1'-6" 1'-6" l i. : L--t-- '1 11 1 1 ·: 1 ' ., ' U'> 0 ' ., I I ,-CONCRETE SLAB WI 1 I I I ••~t--6-oc.TDPMATT -· I 1 I ,,, WZ .l X W1 .1BOTTOM MATT ! I I 3'-0" COMPACTED SOI L OR GRAIIEL ' _j I ('1"'l j i + I PR~v~~~ _c~N;~o~~~T [ r-- - 'S3 ) 17'-0 1 /4 " 12'-10" 22'-01 /2" 1 3'-73 /4" 1 +-i ____ ....-{ ~·1 ;r~r--------~~---------t------~~-------t------------~~~------------+-----~~~------~1 .--~ 1 1 I p,"' -. cr~ ~ i l -------------------------------________ (' __ , __ "~"="::'") ~ ~"''I 1 • : ..• -.... ·--. . .. -... ·--i ! - L.--'--.J L.----.J I I i I i '"1= ·-6''::---, - lll FTNG TYP . I I i 8" r:l....--------------------+---....t-.A.:: ___ _\ __ _,.,._ __ ..,CfJ_-;_ ----I 'IIWALL TYP. I r--+'---------------:1 _________ _,, __ ~--f--~1 ~ i i 1 I ~ L':b 1 1 I I I I ~ ;.. \l:V c, 1 1 I I I ~Ab "' ~ ©•b ~ -fJ-A,bv ,;, I lt I I I L-------------------J ~ ~ ,__ f4\ I ~y~; ~ i @ I I :'-f1_......:..::::..=.::=.===.=.::=.::..:---':::JI ji +---'k-------+L ----------------------+-' \W I -= I I I WI -----~j-----~-----4 L--.J L--.J --------~ 34'-4" 14'-61/2" 18'-0" Foundation Plan 1 /4" ~ 1 '-0 " APPRCVED SUBJECT TO NOTED tXCEPilONS & INSPECTIONS GARFD!LD COUNTY DUD -EPARTMENT Daia ~ ~ By /fliP COPY NO INSPECJlON WITHOUT THESE PLANS ON Sl'l'&j p.&e of I 28'-6" 1 3'-87/8" 14'-9 1/8" CfJ Abv. U'l Abv. rA'I ••· rA'I r ---,J------...:::r-----j:'' ---';-" ..:__ 'P Abv '!<-----------'-.:!!! :1! :J----------I-~ I r--------+ ------~ ::j --~~--"->k-~ ---------~ I I ! Ab I L L 1 '-6" v. I I l 11 I I 1 l i n·-o 7/8" I 1 !1\! 1 !+ I 1 \.§/ II !I ,. CONCRETE SLAB WI II I #4 @ J'-6" O .C. TOP MATT I I 6X6 W2 .1 X W 2..1 BOTTOM MATT I :1'-o· cOMPACTED so1L OR GRAVEL I I• I I PROVID E CO NTRDLJOINT I 111 I @ 15'-0" O .C. MAX . I I 1 I I ~Abv ,----1---, I ~Abv I ~~ .. ~ ~Abv I ! ~ j~ I 1-l---rs\~ ; I I j \6)Abv i /VAbv I I ~ 14" TH ICK I + II .I I I I \g)L---,----' II"' I I I 1 I I I 1 I I I 1 lo~ I ! .L I 1 6'-5 ' II"' I I ' I I 7'-6" 3'-3" i I 8" • I I I 1 1 ~ I I i '! fl\- : : ~~-----1 ~ • : r= I I .__ --------' , 1 I : x~-----(j)Abv : 3 ~ : : m "' ' r-.. N 1_.. :;£--------~~---"'+ _, I L.: :..-I -------+---------r-----'k---'1.. @ FOOTING SCHEDULE DESIG . SIZE THICK. REINFORCIN G, EA. WAY 'FTNG: A 10" #4@ 8" o.c. FTNG: B 2'-6" SQ. 1 0" ~F=T~NG~:~C -+---~3'~~~"~SQ~_---+- #4@ ll " o.c. 1 0" #S @ 14" O.C. FTNG : 0 3'-6" SQ. 1 0" #S @ 1 2" O.C. FTNG : E 4'-0 " SQ. 12" #5 @ 12" o.c. FT NG : F 5'-6" SQ. 14" #5 @ 1 2" o.c . COLUMN LEGEND 1 . D DENOTE S COLUMN SE LOW. 2 ·• DENOTE S COLUMN ABOV E OR 1RANSFERED THI S LEVEL. 3.181 DENOTES CONTI NUOU S COLUMN. 4. K.P . -KING PO ST 5. D.T .-DOUBLE TRIMMERS 6. PROVID E ENOUGH STUDS TO MATCH WIDTH OF BEAM ABOVE. 7 ·ALL COLUMN S SHOWN AR E 2-2x6's UNL ESS NOTED AS FO LLOW S: A -3-2x6 'B -4-2R6 C -S·2R6 Dl -3-2x4 E 1 -4-2x4 F H > S-2x 4 6x 6 PO ST 8x8POST Gtl !LL AM 1 BE I J ~ 6 3/<1 X 7 1/Z PABA! I AM PSI K -31 /2 x 51 /4 •L -5114 x 51 14 4M -5 114 x 7 .s:IllL s -HSS 31 /Z X3112Xl/4 T -HSS 4 x 4 x 114 u -HSS 4 X 4 X 3/8 'V -HSS4 x4x l /2 W -HSSSxSxl/4 Y HSSS)(Sxl /2 • l HSS 6 ' 6 x 5/16 p -HSS 7 X 3 X 5/1 6 c (OQJ - u a..~ QJ C""' 0 'iii ·-QJ ~~ "0111 c ~ ·-:::l= 0 0 u_U 0 u -....... M co L._ ____ gg ,------ci: RE V ISIO NS OJ m = ii' :;i ~ 0:: (.) ~ Cl)i!l) OJ lil 1.1>0 L -----c:-·-a =z r-----O '" (..)~ JO B NUMBER 0826 DATE 5-11-09 DRAWN BY HLB CHEC KED BY EPK SH EET NUMB ER S1 1 2" S.I.P. @ 48" o.c r----- 1 I : I , I "'· ITI2 .1/1 1.88 @ 1~1--1 ~-i,fo!~!:.._ ---±Jj J 6x 8 ~ 117/8"[JI/2 10 J 11 7/B"frJ I/2 1 0 , hs~~----~~~~~-~~nr~------~~~~~------~iti~~~----~~ = ' ----· '"' 1 6 ' o.c. I C.J I i \1 <II?C ~ 0 ~-------------------~----------------1 , I \ _L ---------------.,-----. -------------~----- ~-::; :i l.r:f'_;;;-;.;;·· ... ·;;;,;-··~· .. ,::~, __;;;--;;;_-· ;.;;-;.;; .. -;;_;_j-6~-X _!;10!2;:;--;_,-:-~----~ 1 -/C'-,-~ 0 1-j-,·o-h'~ .. : .. *~u~--_16~-XI ..!J 11 0L__;;;;_·· ,;,;_;--;_,·;;;_-~ ··.,.-':r·;,__ __ ,;;; .. --;_;;;. ··,;,;-~ 6 _,1[)~-,;,;_;~~t==lib.'l)l ,Aibb·'' ....... _ .. _, __ , ____ .. -...... _. j -I op;: 5.5" LH. or '?" D .. c Opt: SS' LH. or \ I _ '-"''-RANEL , ----1 8''-PANEL ', I ---: --J -- ' --;::; ' ::l' \' ,I ll , 'YP-~ "'lei -- I (k ! i I ' j 17 Opt: 5.5" I.H. or ~ ~ n.N 11"""'00 ~-.2x.8 "-2x8 ' "'~ --J COl liMN I EGEND 1.0 DENOTES COLUMN BE LOW. 2.11 DENOTES COLUMN ABOVE OR TRANSFE RED T HI S LEVEL . 3.1!!1 DENOTES CO NTINUOUS COLUMN. 4. K.P. • KING POST 5. 0 . T • DOUBLE TRIMMERS 6. PROVIDE ENOUGH ST UDS TO MATCH WIDTH OF BEAM ABC 7. ALL CO LUI<INS SHOWN ARE 2-2x6's UNL ESS NOTED AS p)WS c '- : .o '"I.H. or 1 8 " PANEL llil.IE.S. 1. 2. 3. 4. 5. 6. I\ -I ---------I@) ' ! --1-2 X ·1 0 ............. .,..-1 2" 6 X 10 H.T. -- Floor framing does n~t account for any gypcrete or con cret e toppi ng. H.T . De ~o t e s heavy t1mber beam and shal l be Douglas Fir #1 or better. Heavy T 1mbe r s m ay be upsize d to match architecture 2 x1 2 ledge r w/ (1 )-S .I .P. screws@ 24" O.C. t hrough wall panel from the back. Prov~de S.LP. heade r at minimum dept h indicated on plans. Panel required to be co nt•~u ous ov er ope ning. Co nt ac t engineer for location of panel breaks over ope n1ng s. P~o v•de a m inimum of 2-2x6 column for insu la t ed header options. LH . den ote s •n sulated header. l .SE LSL. I t--'-t--~ ,, c '' ~ 12" PANEL '-"'--' F2 ''PANEL k 1-1-2"- Opt: 6 x 6 H.T. or 3-2x10 Ridge I T.O.PLYWOOD s 1 09'-0" _J > _J -HI- -II- I I I I I I I G! Ill! AM 1 8 E. J -6 J /4 X 7 112 Sllil. s HS S 31!2 X 31/2 X 1 /4 _________ j A B c D E F G H 5-2x6 3-Zx 4 4-2x4 5-2x4 6x6POST SxBPOST pARA! LAM pSL K 3 112 X 5 11~ L -$1!4 X51 14 M -51 t4X 7 T -HSS4x 4 :<1/4 u -HS S 4 X 4 X 3/8 V -HSS4 x 4 x 1/2 W · HSSSxSxl /4 Y -HSS 5 X 5 X 1 /2 Z -HSS 6 x 6 x 5/1 6 P -HSS7x3x5/16 Microllam Beam Bolting Schedule #P LY B o lts and Spacing 2 (2) Row s 1 2 d Common Nails@ 1 2" O.C. Plan 3 (3 ) Row s 12d Common Na ils @ 1 2" O.C. 1 /4" = 1 '-0" 4/5 (2) Rows 1 /2"o Bol ts@ 24" O.C. c co -a.. 0') c ·-E cv cou ~ s:::: LLCV "'0 -·-(]) VI > cv (])c::r:: _J~ ~= C])-a.o a.u ::J ..._ -0 0 a: REV ISIONS JO B NUMBER 0826 DATE 5-11-09 DRAWN BY HLB CHE CKED BY EPK SHEET NUMBER 82 0 u Upper Level Framing Plan 1 /4 " = 1 '-0 " ~----~~~~--~~~~~~~----------------~~ ST RUCT URAL GENERAL NOTES & SPECIFICATIONS STRU CTURAL STEEL: 2'-0" ~I COLLINS RES IDENCE DESIGN DA T A: A. DESIGN LIVE LOADS 1 . Basic Roof Snow 2. Res idential Floors 3. Decks B. DESIGN CODES 40 PSF 40 PSF 40 PSF 4. Garage 40 PSF 5. Wind 90 mph, Exposure B 6. Seismic Zone C International Residential Code, (IRC), 2003 with the International Building Code, (\BC). 2.003 for Special Inspection American Concrete Institute Building Code (ACI 318-99) American Institute of Steel Cons truction, Ma nual of Steel Construction (AISC 9th Edition) American Institute of Timbe r Construction , Timber Constru c tion Manual {AITC 5th Edition) Nat ional Design Specif Cations for Wood Construction (NOS 2.001) GENERAL: 1. Any changes to the contract drawings shall be submi1ted to the structural engineer for approvaL 2. A ll dimensions and details on structural drawin gs shall be verif ~d 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. DO 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 t h e structuoll elements in place during constru ction. S. The contract structural drawings and specif Cations represent the f nishe d structure. They do not indicate the method of ctnstruction. Th e contractor shall provide all measures necessary to protect the structure d uring construction. Such measures shall include, but are not limited to bracing , shonng for loads due to construction equipment and protection of e"'isting structures. Observation visits t o t he si t e by the structural engineer shall not include inspection of the above items nor will the structural engineer be responsible for the cortractor's means, methods. techniques, sequences for procedure of construction, or the safety preca utions and programs incident there o. G. Options are for the convenience of the contractor. He shall be responsible for all changes necessary it he chooses an opt im and shall coor-dinate all details. The cost of add\t1onal engineering work necessitated by se lection of an option shall be borne by the co n:ractor . 7. Any engineering design provided by others and su bmitted for review shall bear the seal and signature of an engineer reg ist ered in Colorado 8 . Dimensions on the structural drawin gs are exact with the exception of masonry and sawn lumber dimensions which are nomil al. Verify all dimensions with the architec tural drawings. 9 . Where reQ uired construction details are not shown or noted on these plans the contractor shall notify the engineer and t he~n gineer shall provide suff C:ient details for the work to proceed . l 0 Construction materials shall be spread out if placed on framed construction. Load shall not exceed the design live load perSQ U ~H e foot. I 1. Shop drowings shall be submitted to the archttect for all structural items. The Engineers review is intended only as an aid'~> the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. The contractor stall rev iew all shop drawings prior to submittal. Items not in accordance with the contract documents shall be fBgged upon his review. The;ho p drawings do not repl~ce the original contract drawings. It is the contractors responsibility to make sure items are construct ed t o the origin al drawings . The ade quacy ot engineering designs and layout performed by others rests with the designing or submitting 1uthority. FOUNDA T ION : A. GENERAL The foundation design was based on soils investigation by Hepworth-Pawlak Geotechncial, Inc. Job No. 1 05 877, dated December 30, ZOOS. Maximum allowable ben rin g pressure -1000 psf Minimum required dead load pressure-000 psf Lateral soil pressure -Active 55 pet -Pa ssive 350 pcf 8. EXCAVATION 1. Contractor sha ll p rovi de 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 reasonab ly free of wate1 at all time and completely free of water during placement of conc r ete. C. BEARI NG REQUIREMENTS l. Footings shall bear on natural undisturbed soi l below the frost depth required by the applicable b uilding code. Any d i scre~ancies with the foo ting 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. D. G[NERAL REQUIREME NTS 1. Center foundations under columns and walls unless noted otherwise . Z. Provide foundation ventilation 111 crawl space areas as required by the I.R.C. 3. Backf II on walls with f II on both sides shall b e compacted in equal lifts each side of wall Walls backf lied on one s1dc only shall have all supporting slabs , pennanent framing or temporary bracing in pl<~ce prior to placement of the backf II (unless noted otherwise on p lans ) CONC RETE: A. CONCRETE REQUIREMENTS Concrete has been designed and shall be constructed in accordance with the latest editions of the Ame rican Concret e Ins titute Building Code. AC I 318 and Specifi::ations for Structural Concrete for Buildings , ACI 301. Provide hot or cold weather protection per ACI 305 & 306. 1 . Concrete shall have a min imum compressive strength at 28 days of: Walls & footings 3000 psi Slabs 3000 psi 2. Provide Type II cement throughout with 4% air entrainment. 3. Mechanically vibrate concrete. 4. No admixtures shall be used w 1thout approval by the eng ineer. 5 . Addition o f water to the batch material for insuffi:::ient slu mp is not permitted 6. Do not place pipes, du cts or chases i n the stru ctural concrete without the approval of the engineer. 7. Thoroughly dean all case and construc t ion joints prior to placing concrete in adjacent pour. 8. Concrete shall not be in contact with aluminum. B. REINFORCING Detailing , fabrica tiOn, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice for Detail ing Reinforced Concrete Structures ACI 31 5. 1. Reinforcing bars shall be ASTM AG1 5-Grade 60. 2. Welded wire fabric sh<~ll conform to ASTM A 1 85. Furnish in f Bt sheets only. 3. Concrete protection for reinforcement: Cast against and permanently ex posed to earth .... . 3 in. Exposed to earth or weather ........... #6-#18 bar ........ 2 in. #3 -#5 bar ...... 1 1/2 in. Not f'!xposed to earth or weather...... slabs & walls ... 3/4 in beams & cols .... 1 1 /2 in. 4. Reinforcir1g lap splices shall be a minimum of 36 bar diameters unless noted otherwise. Lap wire fa bric 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. G. Discontinue one -half of horizontal steel across construction/control joints. 7. Provide comer bars of equal size and spacing around all comers. 8. 1-'rovide 2.-#S bars with a min imum 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 re inforcing is continuous, unless noted otherwise. C. SLABS 1. Provide control joints at 12'-0" max. spaci ng or as shown on the plans. 2 Provi de mi nimum 4" compacted g rave l under f bor slab on grade. The material shall consist of mmus 2.-inch aggregate w/ less than SO% passing the No. 4 sieve and less than 2% pass ing the No. 2.00 sieve. A. STRUCTURAL STEEL Structural s t eel shall be detailed, fabricated and erected in accordance with latest provisi0r1s of the AISC Manual of Steel Construction and AISC Code of Standard Practice. Use welders meeting the req uirements of the AWS Standard Qualifi::ation Procedure. Comply with AWS D1.1 Structural Welding Code. 1 . All steel s hall con f orm to ASTM A36 excep t beams sh all be ASTM A992 Grade SO and tube columns which shall conform to ASTM A500 {GR. B) and p1pe shapes which shan confonn to AS T M A53 (Gr. B). TREATED DOUBLE 2X PLATE W/1----------Jl 1/2"o A.B.@ 48" O.C. ~'*~==:-::::::::J._-(<~T~.O~-~S~L~A~B~~~ 2 . Bolts shall confo rm to ASTM A32 SN. Anchor bolts shall confonn to ASTM A307. Bolt size shall be 3/4" diameter unless noted otherwise. Instal lation shall be in accordance wi t h AISC Specif tations for Struct ura l Joints Using ASTM A325 or A490 Bolts, 19 78. 3. All welds shall be made with E70XX elec trodes. r (SEE PLAN) I._J "' -~~~~:H-<~T(·/ _____ ~T=.D.WAL~ r-. ( IK J--... (SEE PLAN)\J' 4. Prime all steel with approved primer paint to exposed bolts, welds, and abraded shop paint areas. 1" RIGID INSULATION--J 9 'I l1illlll ,~ -----------#5 HOR IZONTAL TOP 5. All column base plates shall have I" minimum grout to provide continuous bearing. 8. GROUT AND ANCHOR BOLTS 1. Dry pack o r g r out shall be s hrink resista nt Em b eco 1 53 or equivalent. 2. Expansion bolts shall be Simpson "Wedge-All " or approved we d ge type, installed in accordance with the manufacturer's requirements. 3. Headed anchor studs (H.D.A.S.) shall be attached to structural steel with equipment approved by the stud manufacturer according to the stud man ufacturer's recommendations. 4. Anc hor bolts embedded in concrete shall be placed with setting templates. 5. Location and coordination of anchor bolt placement shall be the responsibility of the steel fabricator. Steel fabricator shall supply anchor bolt setting plan. C. STEEL CONNECTIONS 1 . Provide bolted connections for steel beams per Part 4 and Part 5 of the AISC Manual of Steel Co nstruction. Excep t where otherwise shown, provide connections to support loads equal to one-half the total uniform load capacity of the member. 2:. A min imum of two bolts shall be used for all connections. Size and grade shall be determined by the fabricator. STRUCTURAL WOOD FRAMING: A. DIMENSIONAL LUMBER All wood members shall be as described in the 2001 edition of the "Nationa l design Spccifi::ations for Wood Constru ction" by the National Forest Products Association and the WWPAW. 1. Unless otherwise noted on the d r awings, wood traming membe rs shal l 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 trea ted lumber. 4 . Block all joists and rafters pe r the I.R.C . B. FASTE NERS 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 sh own on the plans are manufactu red by the Simpson Strong-Tie Company, Inc. Connectors by oth er manufactures shall be deemed as equivalent if their rated capacity is equal to or greater than that of the connector speci t ed. Follow manufacturer 's recommendations for installat ion of connectors. 2. All timbe r nailing and connections shall con fo rm to the IRC and AITC. 3. Bolt s for wood member connections shall be 3/4" diameter. ASTM A307 with a m inimum 1 1/2" washer at each end (unless noted otherwise ). 4. Self-dri lli n g fasteners for the attachment to structural steel shall be "Teks" fastene rs as manufactured by BuUdex. C. PLYWOOD SHEATHING Plywood sheathing for roofs, fbors and exterio r shear walls shall be APA Gra de -Trademarked C-D, Exposure 1 , unless otherwise noted. 1 . Roof Diaphragms (2 4 0 pi t ) shall be S/8", APA ra t ed shea t hi ng, 40/ZO p lace with 8'-0" di mension p erpendicular to the joist, rafter or truss spa n . End joists shall be staggered. Attach plywood at edges with Bd nai ls at 6" D.C. and at interm edia te su pp orts with Bd nails at 1 2" D.C. 2. Fl oor Diaphragms (2SO p lf) shall be 3/4", A PA r ated Stu rdi+Fi oor, 24 D.C. p lace with 8'-0" dimension perpe nd icular to t he joist span. End joint s shal l be stag gered. Attach plywood with APA glu e and at edges nail with Sd nails at 6" O.C. and at intermediate sup ports with Sd nails at 1 0" D.C. Sheathing shall be T&G. 3. Shear Wall Diaphragms (180 plf , 380 pl f wind ) sha ll be 1/2", APA rated sheathing, 24/0 with 8"-0" di m ensi on vertical. En d jo ints sha ll be staggered. Studs shall be 16" O.C. Attach plywood at edges with lOd na ils at 4" O.C. and at intermediate supports with 8d nails at 6" O.C. Sheath all exterior walls full height wit h 1 /2" plywood. At all comers , min. 4 '-0" each directi on, block plywood edges and nail as noted above. D. GLUE LAM INATED BEAMS Laminated member shall be designed and fabricated in accordcm ce with "The Standard Specif Cat ions for the Design and Fabrication of Structu ral Glue Laminated Lumber" published by the AITC and the appropriat e Lumber Producers' Assodation. 1. Use exterior glue f or all exposed la m inated members. 2. All members exposed to weather shall receive one coat of en d sea ler at trimmed ends. Seal all exposed surfaces with s.ea l er coat as soon as practical after erection. 3. Appe arance grade shall be in accordance with t he ardlitectural drawings. 4. If beam is cantilevered and the cantilever is greater than one-third o f the back span, i nstall beam "TOP" down. 5. Allowable uni t stresses for dry conditions of use required shall be as follows: Mem b ers stressed princi pally in bend ing such as beams & girders (AITC 24F-V4) unless otherwise noted on drawings. Fb=2 400 psi Fv=1 65 psi Fc{perp) ... 6 SO psi E= 1 .8E 6 psi Mem ber s stressed prii"'Cipally in compres si on or tension such as columns & truss members (AlTC 24F-VB} Unless otherwise noted on drawings. Fc(pa ral lel)= 1650 psl E= 1.6E 6 psi E. MICRO-LAM BEAMS Micro-l amina t ed members shall be design ed and fabricated in accordance with the "N ational Research Board" and the "National Design Speciftat ions for Wood"- 1 . Allowable unit stresses for dry conditions of use reQuired shall be as follows: Fb=2600 psi Fvs:285 psi Fc(pe r p)= 750 psi E= 1.8 E6 psi 2. Install mi cro-lami nated members in accord ance with the manuf acturer's recommendation . 3. Holes, cuts, or notches not previously ap proved by the engineer or the manufacturer shall not be made. 4 . Micro-laminated lumber is marked on the drawings as "ML " and sh all be 1 3/4" wide, unless noted otherwise. F. FABRICATED WOOD JOISTS (1 -Series) !-se ries fa b ricated joists with structural w ood f Mges and plywood webs called for on the drawings (T Jl/21 0, TJI/360, TJI/560 ) are as manufactu red by the Trus-Joist Corp .. Joist s by other manufacture rs may be used if the depth and defection is equal to or less than that of the joist sp ecif Ed for the particu lar span and spacing and when authorized by the Architect/Engineer. I . Fabricated wood joists shall be in accordance with the manufacturer's recommendations. 2. Supply al l p lates, blocking, br idging , br acing, stiffeners and other r elated items as reco mmended by the manufacturer. / Column He ad er or bea m Co lumn from above designation size designation ~ and to below~ (See Schedule) 1 -...._ p-;-Top of beam ::""-.3 -2 x 8 6 3 - 2 x 8 ~ 1 elevation J ois t /beam hanger ~ ~ '-., ~ .....---l1, I L...---__.j desig nation II T.O. PLY ~~ 1 x : .------- (see schedule)'--'-L « 4) ::>: ;,. ~-M Roof slope I .-~-...._~e<"o \Jl QQ'-Q" CO....._ ~~-~ ~ ;:::: M ~ _1,., •If> I indication Co lu mn I ~ L Bui lding -~ ;,: V I . : f rom above 1-8 u ..-en vr --.. e levatio n _:_ ~ 111 , ~ o o , 2 -1 1 7 /8" ML w 1 Column between beams Co lumn from above r Bea r ing wa ll be la~ L Jo i s t size and spac ing ll R,dge ............... (_l_l~ ;=.::==.~ IJ6> ; ::'\ f Optional beam ~ ~ 1 Ld_e_sc_r.cip_t_io_n __ _ '\ : ~~t=e;rm;,·:n:at;in~g~o=n~b;e:a:m~~~~~-:~~~·-.-~\~--~~~~~,1 r-------, ____, If 1 -r-Extents of joist --' 3 -2 x 8 or rafter '\._ Jois t /b ea m \------~-r==~-'!...1 ==::;-__.J Colu mn fro m ab ove bearing loc ation L Col umn tol-L Joist/beam hanger below designation FRAMING LEGEND , ANDBOTIOM j ~ ! ~-====rU-.. ~· 1l, "' _J T.D.FTNG. ~ (SEE PL AN) c:::J 2'-0" -..1'--__::__:___.....t--.....J.' u :::r. -• +----'k (1)-#S CONTINUQU< ~/"'~::...--... L---'1,~--->l. :J .........---1 SEE PLAN #4X @ 32" o.c .. -__ __............. ..,. 1/4" EXP. JT. MAT'L. 3116 -v~ 1 1/2" NON-S HRINK GROUT -............._ ..., ji(l:.O. SLAB I "' 'JsEE PLAN _,t-l,.. ---:---__::~:,\,_:· .::0,· "'-,.--41' ;S: T.O . FTNG. "" • ... STEEL COLUMN PL 3/4"xl O"xl 0" WI 4-3/4" 0 A.B. ' ~ I ~ lJ k..-----5-EE_P_LA_N_---/-/;,/L ~--<>-"<,1'---BEAR ON 1 p UNDISTURBED ~ SOIL. SEE PLAN FOR REINFORCING I ~T.O. SLAB ZxWALL ~ V lL SEE PLAN A • i/ 3-05 CONT . ._../ SEE PLAN FINISHED GRADE ~wi!TillniJUIT! ''-111:'::':: 1 0"0 PIER TOP FTNG. < • 1/2"0 EXP. BOLTS @ 32" o.c. ~ G" CONC. SLAB ( SEE PLAN .. ' ··,. / T.O. FTNG. SEE PLAN N 6)(6 POST ABOVE CB66 POST BASE wlllwl ll -· .Ill-·-·. L.-------3-#5 VERTICAL [_..---#9 WIRE TIES / @ 10" o.c. of--L...jo 1 1 /2" - L SEE PLAN FOR REINF . SEE PLAN 1 2 3 4 t I 1/2"el BOLTS -8 x 8 BEAM m' ~/ 1 /2"QJ BOLTS ~ 1'-~---"~ ~--<'--I' ~,I" 'U' SAnD L.E S CAN BE SUBSTITUTED WITH 'T' SADDLE 3" 3" 3" 3" •• 1/4"d"PL ~~--- • • f---t---1/1"0 BOLTS TYPICAL ~--P L 1/4" SIDE PLATES W/ PL 1/2" BEAR ING PLATE SEE PLAN 3 1/2" ~ 1 1 /2"~-1 \ ' N ~ - ~ GLBM.;~ r-l---S -----n-r ~---4LI GL BEAM / -\ I " + 0 2/3 BM. HT. ( m 3/4"0 BOLTS 8" 'U' CO L UMNS S" 'T' COLUMNS 1 1 12" (2)-3/4 "0 BOLTS ---1 MIN . t---.._ .1----...... 0•-1 --+ o+-1'*- ' -3" 1-- 0 0 3" SPACES / \ \__ 3" SPACES CONTINUOUS GL BEAM -1,-,/4c::-;;-pr-r-_..., ~ STEEL COLUMN, ~J--'rJ.-PL 114 "U" SADDLE OR KNIFE SEE PLAN SADD L E CAN BE SUBSTITUTED WITH A KN IFE PLATE USING TH E SA ME SIZE BEARING PLATE . -HIGH STRENGTH GROUT CAST IN PLACE ANC HOR BOLTS MAY BE SUBS TI TUTED FOR EXPANSION BOLTS ii ~ IJ II 3/4"0EXPBOLTS PLATE A 5 6 7 IJ Jl 1/2"0EXPBOLTS ALL OTHER PLATES . N ~ t I* 5" 'I' S" .I / [:_ J...J LL _] EMBED 7" MIN. ELEVATION VIEW ---~ 1 1 /2" 11 /2" l;f--__j ;~~--~10~"--~~ -c1:--:/ 4-:-_T7 1/_.., Pl. A 3/4" X 10• X 0'-10" BASE PLATE DETAILS 8 (J) -·-~ -Q) 0 Q) u "OS:: c~ ~ ·;;; (J)Q) Q)c::: -Ill QS::: z= _o ~u lo.... Q) c Q) (!) REVIS IONS JOB NUMBER 0826 DATE 5-11-09 DRAWN BY HLB CHECKED BY EPK SHEET NUMBER 83 0 u -·-