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HomeMy WebLinkAbout0146482-Building (garage addition)9 1411t.) , $ 300 00 O RIENTATION PLAN SCALE I" = 20 -0 1.6116 A PROPOSED 3E0 SF . • • GARAGE. ADDITION ' 1 OUTLINE SPECIFICATI C&W:BAL_CaAVJILQN! THIS PLAN AND SPECIFICATION AIRE INTENDED TO GIVE A DESCRIPTION OF THE WORK. HOhIEVER, THE ALL CONTRACTOR'S SHALL. VISIT THE 51TE TO VERIFY 1= XIS'tING CONDITIONS ANI) ACCESS TO THE WORK AREA. THERE SHALL BE NO DEVIATIONS FROM THE PLANS AND SPECIFICATIONS WITHOUT THE CONSENT OF THE DESIGNER. THE CONTRACTOR IS TO CLARIFY ANY DISCREPANCIES WITH THE DESIGNER PRIOR TO BEGINNING WORK. THE CONTRACTOR SHIALL FURNISH ALL LABOR MATERIAL (INCLUDING TAXES) AND EQUIPMENT AS NECESSARY TO COMPLETE THE WORK. THE BUILDING; PERMIT SHALL BE OBTAINED AND PAID FOR BY THE OWNER. ALL APPLICABLE FEDERAL, STATE AND LOCAL_ CODES, ORDINANCES AND REGULATIONS, INCLUDING THE REQUIREMENTS OF ANSI All7.1 -2003 ARE HEREBY MADE A PART OF THESE SPI= CIFICATIONS AND SHALL BE COMPLIED WITH RELATIVE TO WORK UNDER THIS CONTRACT. CONTACT "DIGGER'S IHOTL_INE" PRIOR TO ANY EXCAVATION WORK. REFERENCE - rO MATERIALS OR SYSTEMS HEREIN BY NAME MAKE OR CATALOG NUMBER 15 INTENDf -D TO ESTABLISH A STANDARD OF QUALITY AND STYLE, AND NO "T TO LIMIT COMPETITION AND THE WORDS "OR APPROVED EQUIVALENT" ARE IMPLIED FOLLOWING EACH BRAND NA! "OR APPROVED EQUIVALENT" MATERIALS 5HAL.L BE APPROVED BY THE OWNER /DESIGNER. PRIOR TO ACCEPTANCE FOR USE. DESIGN LIVE LOADS GROUND SNOW LOAD 35 P5F PRECAST PLANK 80 PsF WIND LOAD q0 MPH O 2L MLQN PROVIDE LABOR AND EQUIPMENT TO ACCOMPLISH SELECTIVE DEMOLITION OF VARIOUS ELEMENTS AS SHOWN ON THE DRAWINGS. MATERNAL 15 T - O BE SAFELY REMOVED AND DEPOSITED IN LICENSED DUMPSTER5 FOR DISPOSAL AT AN APPROVED LOCATION. :SEPARATE RECYCLABLE MATERIALS AS POSSIBLE. PROVIDE DUST CONTROL AND LIMIT ACCESS DURING ]DEMOLITION PROCEDURES. SALVAGE AND PROTECT ALL ELEMENTS SLATED FOR REUSE. 5IM n imLS PROVIDE ALL LABOR, MATERIALS ANI> EQUIPI`1ENT FOR EXCAVATING, GRADING, FILL AND BACKFILL WORK AS REQUIRED TO COMPLETE THE GENERAL. CONSTRUCTION WORK. FOUNDA - 71ONS SHALL NOT BE PLACED PRIOR TO APPROVAL BY THE DESIGNER. THE PRESUMED SOIL BEARING CAPACITY 15 2,000 P.S.F ALL ORGANIC TOP501L INSIDE THE BUILDING AREA, UNDER PAVED AREAS AND AT SITE FILL AREAS SHALL BE STRIPPED. ALL SUBGRADE FILL UNDER PAVED AND BUILDING AREAS SHALL BE PIT RIJN GRAVEL PLACED IN 8" MAXIMUM LIFTS AND COMPACTED TO AT LEAST qE,% OF STANDARD PROCTOR MAXIMUM DRY DENSITY. FILL MUST NOT BE PLACED ON ANY FROZEN GROUND AND FROZEN MATERIALS MUST NOT BE USED FOR BACK FI!_L. THE BUILDING 51TE SHALL BE GRADED TO PROVIDE DRAINAGE AWAY FROM THE BUILDING AT A MINIMUM OF 2% SLOPE OR AS INDICATED ON THE PLAN. PROVIDE EROSION CONTROL MEASURES AS REQUIRED. c 1 DESIGN AND CONSTRUCTION OF ALL CAST -IN -PLACE CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRS] STANIDARDS. DE`_AGN MIXES SHALL BE IN ACCORDANCE WITH ,A5TM Cq4. I) STRENGTH TO BE MINIMUM 3,000 PSI AT 2B DAYS FOR FOOTINGS AND WALLS. 2) STRENGTH TO BE MINIMUM 4,000 P51 AT 28 DAYS FOR SLABS ON GRADE. 3) STRENGTH TO BE MINIMUM 4,000 PSI AT 28 DAYS FOR COLUMNS, BEAMS AND STRUCTURAL. SLABS. 4) _LUMP SHALL NOT EXCEED 4 INCHES. 5) ALL CONCRETE EXPOSED TO WEATHER SHALL 13E AIR - ENTRAINED. NO OTHER ADMIXTURES SHALL BE USED WITHOUT APPROVAL OF DESIGNER. 6) MAXIMUM AGGREGATE SIZE FOR FOOTLING T "O BE 1 -1/2" AND MAXIMUM AGGREGATE SIZE FOR ALL OTHER: WORK TO BE 3/4 ". PLACE FLOOR SLABS WITH CONSTRUCTION JOINTS OR SAW JOINTS 'NOT EXCEEDING A GRID SPACING OF 14' X 14' OR AS INDICATED ON THE PLANS. 5AW CUTS MUST BE MADE AS SOON AS POSSIBLE, BUT NO LATER THAN 24 HOURS AFTER CONCRETE IS PLACED. ALL NTERIOR. SLABS TO HAVE A TROWELED FINISH AND ALL EX fERIOR SLABS ARE TO RECEIVE A LIGHT BRODM FINISH UNLF55 NOTED OTHERWISE. MAINTAIN LEVEL FLOORS AT ALL WALLS AND PITCH SURFACES UNIFORMLY DOWN TOWARD DRAINS. ALL CONCRETE IS TO BE SEALED OR WET CURED FOR 7 DAYS. FLOORS THAT WILL BE RECEIVING QUARRY OR CERAMIC TILE ARE TO BE WET CURED ONLY. ALL EXTERIOR SLABS SHALL BE SEPARATED FROM THE BUILDING WITH CONTINUOUS EXPANSION .JOINT MATERIAL. ALL REINFORCING BARS SHALL BE ASTM A -615 GRADE 60. THICKNESS OF CONCRETE COVER OVER REINFORCEMENT SHALL NOT 13E LESS THAN 3" WHERE CONCRETE IS DEPOSITED AGAINST THE GROUND WITHOUT USE OF FORMS AND NOT LESS THAN 2" IN OTHER LOCATIONS. ALL REINFORCING MARKED CONTINUOUS TO BE LAPPED :24 DIAMETERS OR I' -4" 1`11NI IUM AT SPLICES AND EXT - ENDED AROUND CORNERS WITH CORNER 13AR5. ALL OTHER BAR SPLICES TO BE LAPPED 36 BAR DIAMETERS OR AS NOTED ON DRAWINGS. PLACING AND DETAILING OF STEEL REINFORCING AND REINFORCING SUPPORTS SHALL BE IN ACCORDANCE 11TH CRSI A'ND ACI MANUALS AND STANDARD PRACTICES. THE REINFORCEMENT SHALL NOT BE PAINTED AND MUST 13E FREI: OF GREASE /OIL, DIRT OR DEEP 'RUSE WHEN PLACED. ALL WELDED WIRE FABRIC SHALL MEET THE REQUIRMENTS OF A5TM A -155. egEi;A5]__CQbLM=. ALL STRUCTURAL PRECAST PLANK SHALL BE DESIGNED AND DETAILED BY QUALIFIED FIRMS WITH REGISTERED DESIGNER'S. STRUCTURAL PRECAST SHALL BE DI= SIGNED TO MEET THE LIVE LOAD REQUIREMENTS OF THE PROJECT. PROVIDE SHOP DRAI%IINGS FOR APPROVAL PRIOR TO FABRICATION. NO FLELD MODIFICATIONS ARE TO 13E MADE: TO THE COMPONENTS UNLESS APPROVED IN WRITING PRIOR TO THE OPERATION. GROUT PLANKS AS DIRECTED BY THE: MANUFACTURER. MA52N&C INSTALL FACE BRICK TO MATCH EXISTING, USING SAME BOND AND COURSING. MORTAR SHALL BE TYPE 11 OR' S. TOOL JOINTS CONCAVE FOR WEATHER: TIGHTNESS. ALL MASONRY WORK E44ALL BE PERFORMED BY SKILLED WOR'KME'N INI A COMPETENT PROFESSIONAL MANNER AND :SHALL BE PROPERLY' INSPECTED. JOINTS SHALL. BE CLEAN, STR.IGHT, PLUMB, LEVEL AND UNIFORM. CHIPPED, CRACKED AND BR'OKE'N U14ITS SHALL NOT BE USED. iN5TALL COTTON ROPE WEEP HOLES AT BOTTOM COURSE ABO` ✓E FLAS -ZING. ALL MASONRY SURFACES SHALL BE CLEANED AND WASHED AT THE COM':'LETION OF THE PROJECT. FLASHING SHALL BE PERM -A•- BARRIER OR' NEIRVASTRAL. INSTALL FLASHING AT BOTTOM COURSE OF MASONRY VENEER AND ABOVE ALL OPENINGS. L.LI.0 ER ROUGH LUMBER 5HAL.L BE GRADED AND STAMPED. ALL OTHER LUMBER 5PF #2 GRADE OR BETTER. ALL WOOD BASE PLATES IN CONTACT WITH CONCRETE, MASONRY, GROUND OR EXPOSED TO THE WEATHER' TO BE .4 P.P. - f. LUMBER (NON -- ARSENIC:). CONFORM TO FASTENING PER UDC, CURRENT RELEASE. FNl:INFFF 213L��$E;z PROVIDE SHOP BUILT ENGINEERED ROOF TRUE6ES DESIGNED FOR THE ANTICIPATED ROOF LOADS. DO NOT FIELD MODIFY TRU55E5 WITHOUT INST RUCTION Cf FROM Y THE MANUFACTURER. s5muiQ_ / � 6D _ 5c 1 J-L PROVIDE EXTERIOR SIDING IN AREAS AS SHOWN. USE SALVAGED MATERIAL. FOR PATCHING AND BENDING IN. PROVIDE NEW MATERIAL TO BE CONSISTANT WITH EXISTING SIDING. SOFFIT SYSTEM TO BE " ROLL_EX" OR EQUAL, IN CHOICE OF MANUFACTURER'S STANDARD COLOR'S. R122F SG SHINGLES SHALL BE SIMILAR TO EXISTING. EAVE FLASHING AND WALL FL5A5HING SHALL BE ICE -N -WATER SHEILD. SEAL LAPS WITH PLASTIC CEMENT. USE ONE LAYER OF 15# (FELT ON ENTIRE ROOF SHEATHING. FASTENERS SHALL BE HOT DIPPED GALVANIZED OR ALUMINUM ROOFING NAILS TO JUST PENETRATE THE ROOF PLYWOOD. STAPLES USED WITH AIR - POWERED GUNS ARE ALSO ALLOWED. APPLY FLASHING AT CURBS, VENTS, PIPES, AND DRAINS, ETC., AS PER MANUFACTURER. $IEALA NT.$ CAULK AROUND ALL DOORS, VENT OPENINGS, WHERRE DIFFERENT MATERIALS ME =ET, ROOF OPENINGS, EAVES, SOFFITS, JOINTS, DOORFRAME5, ETC. AND AS REQUIRED FOR A WATERTIGHT CONNECTION PROVIDE CAULK PER MANUFACTURE=RS RECOMMENDATIONS. CAULK TO BE INSTALLED AFTER FINISH IS APPLIED 7 SURFACES PER MANUFACTURER'.. 22MiAtJP_MAUM FURNISH AND INSTALL ALL DOOR ASSEMBLIES AS INDICATED ON THE PLANS ALONG WITH ALL HARDWARE INDICATED AND THAT MAY BE REQUIRED FOR A COMPLETE JOB. OVERHEAD DOOR: TO BE HIGH QUALITY WITH ELECTRIC OPERATOR ALL DOORS SHALL OPERATE SMOOTHLY WITHOUT BINDING, AND BE INSTALLED PLUMB AND TRUE. ALL HARDWARE SHALL FIT PROPERLY A14D BE ADJUSTED AS REQUIRED. ELuLKb z PROVIDE NEW AS "'1ANUFACTURED 13Y ANDERSON, PELLA, WEATHERSHIEL.D, OR EQUAL. Si 2=1- EDA8JQ GYPSUM BOARD SHALL. BE INSTALLED PER THE LATEST EDITIONS OF "RECOMMENDED SPECIFICA - IONS FOR THE APPLICATION AND FINISHING OF GYPSUM BOARD" GA -216 AS PUBLISHED BY THE GYPSUM ASSOCIATION AND THE " GYPSUM CONSTRUCTION HANDBOOK" AS PUBLISHED BY UNITED STATES GYPSUM COMPANY. PROVIDE CONTROL. JOINTS PER THOSE REQUIREMENT`:i. FINISA SHALL BE 'SMOOTH'. FINISHED GYPSUM BOARD 'TO RECEIVE ONE PRIME COAT AND TWO FIN1514 COATS OF LA - - EX PAINT. TOILET ROOM VIALL5 TO RECEIVE HIGH GLOSS ENAMEL. NEW DOOR'S AND TRIM TO RECEIVE: PRIMER AND PAINT, UNLESS FACTORY PIKE- FINISHED. ALL EDGES SHALL BE FINISHED. ELF.cjBiui JQR K ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH STATE AND LOCAL. CODES. ____ P R:OJ E( DAT P _ R C i �C.HE:D GARASE AM ION JERI ?Y E)EMPSEY' OWNER QO C'RIM'SON LANE 05141 <051.1, WI 90 C'RIM'SON LANE LOCATION 05 H <OSH, WI WlNirlE$A60 COUNTY L OAD IMP. S EXP. THERMAL SNOW 3I P5F GROUND I.O 1.00 .9c7 1.:20 5'S P5F ROOF SEISMIC USE c H E IMIP. SOILS B EARING CAPACITY TYPI 2 000 PSF MESU'MED D PAGE INDEX TI. ORIENTATION PLAN, PROJECT DATA, 5FECIFIC:AIT A1 .0 0" , A EBALL FLOOD % PLAN A1 .1 FO F F'LA'N A1 .2 ROOF 'FRAMI PLAN A1 .5 CROSS 5EECTION5 A; 2.0 ELEEVATION5 A4.0 cALCULATION5 1 ,it11 1111 / / ° DANIEL J. PRUNUSk :E 'D E- 25379 %d EIEAV D AM i W i J. MARON GONSTFM10TION, LLG CONTRACTOR 5516 STATE fRD 116 E. AINNE;GONEE, WI 541&6 P� 9 20 -!�82 -•4404 ZONING R -1 COR STRUCTION CLASS WA OCCUPANCY 511�16LE F AMI L Y EXISTING AREA 8 36 Sf` (AT 6A ON NEW AREA 560 SF TOTAL AREA 1,196 Sf` (ATTACHED CA O NLY) PROPERT`r ARE 1.6 116 A (MINOR AREA D15'TUREMP) WIND L OA D PO EXSURE TYPE L OAD IMP. S EXP. THERMAL SNOW 3I P5F GROUND I.O 1.00 .9c7 1.:20 5'S P5F ROOF SEISMIC USE c H E IMIP. SOILS B EARING CAPACITY TYPI 2 000 PSF MESU'MED D PAGE INDEX TI. ORIENTATION PLAN, PROJECT DATA, 5FECIFIC:AIT A1 .0 0" , A EBALL FLOOD % PLAN A1 .1 FO F F'LA'N A1 .2 ROOF 'FRAMI PLAN A1 .5 CROSS 5EECTION5 A; 2.0 ELEEVATION5 A4.0 cALCULATION5 1 ,it11 1111 / / ° DANIEL J. PRUNUSk :E 'D E- 25379 %d EIEAV D AM i W i d� uji LP i O / �) I ILL iJ LI W Q, J IB CI J -V CI In LL .Z U I_ LI.J� Q no la � : cl_ I LI ILI 13 lb j . (Y DATE tu d C� AFFI, :271, .2011 RE` ✓I��I0I�JS Cur.yrlght �_O 2011 PR0 '#'T IIIIC: PAIGE 1.o I--� LO P� 2 d 6> z a O r z 0 u co � J 0 �S li7 ;z L ,z _ d� uji LP i O / �) I ILL iJ LI W Q, J IB CI J -V CI In LL .Z U I_ LI.J� Q no la � : cl_ I LI ILI 13 lb j . (Y DATE tu d C� AFFI, :271, .2011 RE` ✓I��I0I�JS Cur.yrlght �_O 2011 PR0 '#'T IIIIC: PAIGE 1.o -- -- �II �r \1111.` \1111` 1110, 1414111114. LC �or.Ilnl 3 � In..lwm � Z I 111 i�lll , 0 / 1 j1/ NEW 2X(o BEARING AALL BUILT 014 L_j 1.] i i' / EX S ING STOOP FOUNDATION WALL II / NEW CONCRETE STAIR; VERIFY TREAD AND RISER IN II IIII 111 0010 (fl ` FIELD; MAXIMUM RISE s 8 ", MINIMUI"I TREAD q° ,� ■Ilu■.I■AII / IPJG 00L SE I ca 1 \ EXI5TINGi / EXISTING _ n 1_ 1 " � STOOP STCX�P I 4 D . _ _ _� -I0 I/2 LJ N — 1 RE��URN BRICK VENEER � ? -4" I —4 I AROUND CORNER �I�INDOIa� SAY —� BREEZEWAY ADDITION —_.'� , DRILL AND EPDXY HORIZONTAL WALL_ '._ .31 - , BAR5 II`ITO EXISTING FOUNDATION WALL I CONCRETE BEAM GVER LOWER () � � - ' 11J 1 , NON - BEARING 8' -0" X 7' -0' OPENING TO s c J . NAVI. (3; u4 TEN °ION RODS ?1_01 \ X t'll - ` AT BOTTOM. U5E #3 _20 P11N. - SEPARA 71 ION I O.C. TIR.RUP_> Qs' L2 O.�_ 20 MIN. WALL \ I E pe If) U. A r z:: —, 360 SIF G ADDITION u �`) w c) - - — - - - - 33 — - °I _ Al 13 -, ■■ III■ ■VIII ■� ■111 ■gllll ■■ ■1111 ■� ■1111 4 CONCRETE I Q Q FLOOR SLAB w/ I cJ 3 z FIBERMESH I N Q ON G MIL J VAPOR RETARDER I WEST SIDE MASCNJR N ON 6" VENEER 5ET ON / V GRANULAR FOOTING TOE i w FILL I a �I - PRECAST LEDGE DRILL. AND EPDXY HORIZONTAL WALL BARS INTO EXISTING FOUNDATION WALL I GIX - - BRICK LEDGE )' s" Chi 3 _pl 8" 3' -O 14' -t7" X 8' -O" CAE DR 2' -0 4u " 6" 14' -0' X E3' -O" OH DR ��� lea Id) _�: 20' -CI' la_ 'V( l�l'.. '21 ly "l)I �'. 16- 0 000An ■plluwrur��� l1r1 X1 ID.10 \1 11 : :: l I _ 1IINININ_ 11_ NI_INII_N1.NINNINI_INII_NINNIi NII_III_NII�I_ NI_NI_NI_I111_NI_I II_NLtlY111 _ 11111_ NI _111.N1_HII.._OII_NN_I11_NI_IIN U GARAGE ADDITION FOUNDATION PLAN J , GARAGE ;ADDITION FLOOR F LAN SCALE 1/4 = I' -0 SCALE 1/4" 11-011 m7 m7 - 1 rig h1ts mserviad _CopyriyMi 2D11 EE>�n�.�x�� ■m����nu. ■nn�� ■Im P R DJ I::I� 'If' .Iwmulwm..wlw..wml■onnowrl�l pAGG IE ��w■��w.w ull. .wml..wlne■.� A ll ' 00101,0 101,/ IIA 0 001l000IIII/ IIII�IIIE�� ■1111 ■.�All/��i11�0 w Q IY l7 O 4 w Ln Z N X W f:E:��S�I..�BE�CILL`la�l41E� PRIMARY WALL FRAMING TO BE 2;X6 SPF #2 @ 16" O.C. ALL INCINDE:NTAL FRAMING TO BE 2X4 SPF #2 AT I6 " O.G., U.J.O. (:OVER ALL FRAMING W/ 7116" OSE3 - ADHESIVE WITH FASTENERS. SHEATHING NOT ALWAYS SHOWN FOR CLARITY. ALL UNSUPORTED "TEE" FRAMING INTERSECTIONS TO BE SECURED WITH SIMP'SON L530, U.N.O. WALL COVERING TO BE SIDING TO MACTH EXISTING (USE SALVAGED MATERIAL 11: POSSIBLE), IJNL.ESS SHOWN TO BE NEW MASONRY VENEER. REMOVE: EXISTING SIDING; PROPERLY /'_ FLASH TO NEW ROOF; REPLACE SIDING ENGINEERED TRUSSES 00 2' -0 O.C. 1 1 - � SIDII 4 FLASHING SHINGLES TO MATCH EXISTING ON FELT PAPER: ON 7/16" 05B Ir )R rH GABLE FRAMING 12 SHINGLES TO MATCH EXISTING ON FELT PAPER! ON 7/16" OSB VERTICAL 2X FURRING TO MATCH BRICK: THICKNESS 5/8" GYP. BD. FC - IV 1 (3) 2 X 12 HIEI1 -FIR. #2 ON TWO �— SHOULDER.5TUDS EACH END I m IS 8 ID 3 I I Ei0'NDEL TOPPINGI ON 6" PRECAST PLANK. PROPOSED LOADING 40PSF' D 80 PSF L.L VERIFY W/ PRECAST SUPPLIER FOR CAMBER, OADING, SIZING, BEARING, AND ANCHORAGE. ;0000000(__ - - -- I- - -- FACE OF EXISTING FOUNDATION WALL, VERIFY W/ OWNER AS TO IMPROVEMENTS TO EXISTING APPEARANCE. /BOND BREAKER AT SLAB PERIMETER i ��- VEFRIFY FOOTING DEPTH OF EXISTING HOUSE 4" DRAIN TILE TO DAYLIGHT—` GRADE GRADE PROVIDE FLUID APPLIED DAMPPROOFING ON ALL FOUNDATION WALLS BELOW GRADE COMMON TO USABLE SPACE W. > 11 / /- RIDGE: VENIT / - - - -- i�� SHINGLES TO MATC - - - - � \� - EA;ISTING ON FELT PAPER ON 7116" OSB \ ENGINEERED TRUSSES N 2' -C ) " O.C. B -1 (3) 1.75 X 11.25 LVL 1.8E HEADER ON TWO SHOULDER STUDS EACH END; MAKE BEAM CONTINUOUS INTO EXISTING -- GARAGE: WALL FRAMING FACE BRICK TO MATCH EXISTING i a d V 1 d -� 0 1 1 /" (4) #4 BARS CIONT.- ,Of` "_ ' -4" 10" D DOOR ALL FOUNDATION WALLS TO HAVE TWO MATS OF #4 BARS 0' 1' -6" O.C. EA. hIAY. KEEP REINFORCING 2" CLEAR OF FORMS. vm m T Q I LL�a tP ? 3" BONDED TOPPING ON 6" PRECAST PLANK. PROPOSED LOADING � 40PSF DL AND 50 P5F LL.. VERIFY W/ PRECAST SUPPLIER FOR m CAMBER,, LOADING, SIZINGi, BEARING, AND ANCHORAGE. �\ FACE OF EXISTING FOUNDATION WALL_ BEYOND. VERIFY W/ i OWNER! AS TO IMPROVEMENTS TO EXISTING APPEARANCE. LL _w K w > z Q w M IM BOND BREAKER AT SLAB PERIMETER Q� \� 4" DRAIN TILE TO DAYLIGH - _ SIMPSON H2.5 AT EACH END OF EACH TRUSS� N 1 5-2 (2) 135 X 9.5 LSE LVL ON_, TWO SHOULDER STUDS EACH ENID 4" CONCRETE FLOOR SLAB W/ FIBERMESH ON 6 MIL. VAPOR RETARDER ON 6'" GRANULAR: FILL 4" DRAIN TILE TO DAYLIGHT ---" 112 SOUTH WINDOW BAY _'R'.00F FRAMINC: (2) 2)X6 SPF #2 WINDOW HEADER. I' - 6" w IV In 3 I� IY lu :> r ___(2) 2XB HEM -FIR #2 BEAT" I CONCRETE BEAM TO HA` ✓E 1 1 1., ( 3t4 TENSION RODS AT-- BOTTOM. USE #3. STIRRUPS @ 12" O.G. W11 ALL FOUNDATION WALLS 111 TO HAVE TWO MATS OF u_ #4 BARS @ I' -6" O.C. E-.A. -- pt WAY. KEEP REINFORCING > 2" CLEAR OF FORP15. LJ RR 0� WITH FASTENERS. ��.. , 4J I q `e d3 /BOND BREAKER AT SLAB PERIMETER i ��- VEFRIFY FOOTING DEPTH OF EXISTING HOUSE 4" DRAIN TILE TO DAYLIGHT—` GRADE GRADE PROVIDE FLUID APPLIED DAMPPROOFING ON ALL FOUNDATION WALLS BELOW GRADE COMMON TO USABLE SPACE W. > 11 / /- RIDGE: VENIT / - - - -- i�� SHINGLES TO MATC - - - - � \� - EA;ISTING ON FELT PAPER ON 7116" OSB \ ENGINEERED TRUSSES N 2' -C ) " O.C. B -1 (3) 1.75 X 11.25 LVL 1.8E HEADER ON TWO SHOULDER STUDS EACH END; MAKE BEAM CONTINUOUS INTO EXISTING -- GARAGE: WALL FRAMING FACE BRICK TO MATCH EXISTING i a d V 1 d -� 0 1 1 /" (4) #4 BARS CIONT.- ,Of` "_ ' -4" 10" D DOOR ALL FOUNDATION WALLS TO HAVE TWO MATS OF #4 BARS 0' 1' -6" O.C. EA. hIAY. KEEP REINFORCING 2" CLEAR OF FORMS. vm m T Q I LL�a tP ? 3" BONDED TOPPING ON 6" PRECAST PLANK. PROPOSED LOADING � 40PSF DL AND 50 P5F LL.. VERIFY W/ PRECAST SUPPLIER FOR m CAMBER,, LOADING, SIZINGi, BEARING, AND ANCHORAGE. �\ FACE OF EXISTING FOUNDATION WALL_ BEYOND. VERIFY W/ i OWNER! AS TO IMPROVEMENTS TO EXISTING APPEARANCE. LL _w K w > z Q w M IM BOND BREAKER AT SLAB PERIMETER Q� \� 4" DRAIN TILE TO DAYLIGH - _ SIMPSON H2.5 AT EACH END OF EACH TRUSS� N 1 5-2 (2) 135 X 9.5 LSE LVL ON_, TWO SHOULDER STUDS EACH ENID 4" CONCRETE FLOOR SLAB W/ FIBERMESH ON 6 MIL. VAPOR RETARDER ON 6'" GRANULAR: FILL 4" DRAIN TILE TO DAYLIGHT ---" 112 SOUTH WINDOW BAY _'R'.00F FRAMINC: (2) 2)X6 SPF #2 WINDOW HEADER. I' - 6" w IV In 3 I� IY lu :> WINDOW BAY X 16" ANCHOR BOLTS \— @ 3' -O" O.C. AND AT EACt -I SIDE: OF OPENINGS De a) F- u ALL INCINDENTAL FRAMING TO BE 2X4 SPF' 92 AT 16" D.G., U.N.O. COVER ALL FRAMING W/ 7/16" OSB, ADHESIVE WITH FASTENERS. 4' -O" __4 is WINDOW BAY 5/8 "' X 16" ANCHOR', BOLTS @ 3" -0" O.C. AND AT EACH SIDE OF OPENINGS _ BRICK VENEER: TO MATCH EXISTING SET ON FOOTING TOE cA F� L lL c� `7 SEC SCALE 1 /2" 1 - -19 c� �r GRADE 00 1 01 iiplrl I■r�rl I t1%IOIIIII rI / I �1 I r� C IpI[iril / r .11111 �L11 � ��IIii��I.It Q G .lull■ral.Il � . " X LI L �LIII I I I / Id CII��LII i, ,IrI1.11 I L �r■ral.l n If CJ I I, 00 4111 Y, O w. p� z p r a zl E al \ICI I ■rlr d� r ___(2) 2XB HEM -FIR #2 BEAT" I UJ 1 1 1., :dc s W11 i4LL INCINDENT.AL 111 FRAMING TO BE 2xel SF'F' AT 16" O.G., U.N.O. 6 ,1 / _132 COWER ALL FRAMING W/ W11 7/16" 0513, ADHESIVE / WITH FASTENERS. WINDOW BAY X 16" ANCHOR BOLTS \— @ 3' -O" O.C. AND AT EACt -I SIDE: OF OPENINGS De a) F- u ALL INCINDENTAL FRAMING TO BE 2X4 SPF' 92 AT 16" D.G., U.N.O. COVER ALL FRAMING W/ 7/16" OSB, ADHESIVE WITH FASTENERS. 4' -O" __4 is WINDOW BAY 5/8 "' X 16" ANCHOR', BOLTS @ 3" -0" O.C. AND AT EACH SIDE OF OPENINGS _ BRICK VENEER: TO MATCH EXISTING SET ON FOOTING TOE cA F� L lL c� `7 SEC SCALE 1 /2" 1 - -19 c� �r GRADE 00 1 01 iiplrl I■r�rl I t1%IOIIIII rI / I �1 I r� C IpI[iril / r .11111 �L11 � ��IIii��I.It Q G .lull■ral.Il � . " X LI L �LIII I I I / Id CII��LII i, ,IrI1.11 I L �r■ral.l n If CJ I I, 00 4111 Y, O w. p� z p r a zl E al \ICI I ■rlr d� r UJ 1 1 1., :dc s W11 IL 111 I JI .J 'z. W11 j ,I I =.. CI 41�"II SIC. ��.. .- IO I q `e � i lLll IC °III �I�II III�I�I'11 ■I ■II III ® ■II I I�IN 11� 11�I 1 — r �. _ •�'�• •�� •, • — III rights'reservi, • - -� -- — —` C opyright b 201 i , -(,4) #4 FOOTING BARS �I■II���I■Il��li■■�I'!■�Ilnl (4) 4 BARS CONI . P u IL_OII q 1' -0" 1 I' -O II II I I C:� %I MIMI! lsmimll!I■MIMI I■MINI!Irl ■l ■1.11111 SE:CT1101 FV11IGE: - - —_ ELI INLIII ■ELI I ■�LI1rl■1' ■11111 SCALE 112" = I' -Gll' - - - - - -- -- - - - - -- '_I 1�1 I IC 1// II `I pA /I I SOFFIT' AND l\1 GIVE RHANG TRIM_ TO MATCH EX I S - F I NG w N N 3 A z 3 w CI( w > : _I (2) 2X8 HEM -FIR #2 BEAM BLOCKING FOR BRICK THICKNESS r 1 1 1., IC h" 111 I JI .J 1 '' I �, r( M � L 1 ► rt•_ ��.. 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P u IL_OII q 1' -0" 1 I' -O II II I I C:� %I MIMI! lsmimll!I■MIMI I■MINI!Irl ■l ■1.11111 SE:CT1101 FV11IGE: - - —_ ELI INLIII ■ELI I ■�LI1rl■1' ■11111 SCALE 112" = I' -Gll' - - - - - -- -- - - - - -- '_I 1�1 I IC 1// II `I pA /I I SOFFIT' AND l\1 GIVE RHANG TRIM_ TO MATCH EX I S - F I NG w N N 3 A z 3 w CI( w > : _I (2) 2X8 HEM -FIR #2 BEAM BLOCKING FOR BRICK THICKNESS f (Q CID O p no z p ¢ co ° . —4 p I X a p Z I Lip \\ \ C) NEW RIDGE TO BE BELOW EXISTING ENDWALL hIINDOW 00 1 C � O _REMOVE EXISTING SIDING; FLAN AS V, N - -- - -- NECE` >SAR'f; REPLACE SIDING � EXISTING W hdD06 °1 �� o W ' TO REMAIN NEW AWNING ROOF Z �-EXISTING PROTRUDING BAY ROOF EXISTING HOUSE NEW NORTH GABLE- - -- �� El El El - I2 - �l _NEW CURVED R F OVE NEW EXTERIOR STAIR ff I. s _ WINDOW BAY 13EYOND -- ---- L.Ll - - Z `►— 2' -4" - - - 1 ' lU -- - - -- 11.1 - QUOIN CORNER TO ) < �M,ATCN EXISTING QUOIN CORNER TO MATCH EXISTING - - -- - - CI - - -. -�� GRADE -- 2 - -0" _�- GRADE - -� -� - _- W �, ? o r- \ _ - _- ii r wl7 p \ - G RADE- NORTH ELEVATION w w SCALE 1i4" = 1' -0" U C) Q \ i'. r BIRICK VENEER TO �� BEAR ON FOOTING TOE \� TIERED RISERS 1L' (L I uJ LU — r� - - - - -- - -- i I' -01I F- L - -� i 8 L WEST ELEVATION NEW RIDGE TO BE BELOW -- EXISTING ENDWALL. WINDOW SCALE: 114" = 1' - 0" LJi dY ICI < 0 01 . -a -- c� ICI < z ci �S) 111 J) 2 - _ -- - - 12 = -- -- - - .__ _ . ID A T E �1 PR 2 - -- - WINDOW BAY \ RE`✓ISIONS 13EYOND - - -. EXIST NG HOUSE= \\ ----- - - --- QUOIN CORNER TO MATCH EXISTING - -� ------ - - - --- BRICK CORNIER; 13EAR _ ON FOOTING TOE ` - - - -- __— _ All rights rfl�erved - - -- - - -- Copyright © 2011 PROJECT I I 1 � - I 20' -0" TO MAIN HOUSE P'OUNDATIC>N IJ LOWER GRADE I I I ,e,i GE 8 ; i SOUTH ELEVATION / pc I SCALE 1/4" = V -0" ,Gf �� /// IL I // 000 0 �00 00 00 ------- `aiiiiiiiiiIiwoo // Roof Be:cmE 2006 International BuildirAi Code (05 NDS) I Ver: 7.01.14 06 -20 -2011 , 1629 AM F LAMINATIONS ARE TO BE FULLY' CONNECTED TO PROVIDE UNIFORM TRANSFER OI' LOADS TO ALL Project- 90 CM 11I L.AJNE - Locatiall, 6-•1 NORI - H OJERHE`.AD DOOR HEADER: Surnma7-tn PER NATIONAL DESIGN SPECIFICATIONS FOR WOOD ( 3 ) 1. r5 IN K 11.26 IN x 14.0 FT / 1.8 R'lgldlcrn LVL - Fixaebur•g Forest Products Sacaion Adequate By: B.I% Ca•etrollinli Factor. P'klmeni. of Inertia / Depth Reilpired 10.96 In • Laminations are to be fully co to provide: uniform transfer of Loads to all rnembsrs Deflections: II VERT D,uad Load, Ct.D- 0.34 IN Live Locxl, LLI>- 0.31 IN - L/542 Total Lax1: TLD- 0.65 IN := L /24,0 R:aactdare (Each Erml): TL -RTJ- 342:! LB Live Loa L.L-Run- 2818 LB Dead Load: DL -Fbm- 3064 LB TM al Local: I'L -Run- 5878 LB Bi -wing Length ReclAred (E3eam only, support cgxx ty riot checked):BL- I.601N B:aam riato; CShI= 5pan. L- 14.0 FT Mwimurn Unbnoced Span: Lu- 0.0 FT Pitch 0 Roof: R.P- 0. : 12 Live Lax! Deflect. Criteria: L/ 360 Total Lax! Deflect. Criteria: L/ 241) Roof Loading: GD- AXIAL.- Roof Lives Load -Sides One: LLI- 35.0 PSF Roof Dead Load- Sicle: One: DL.I- 15.0 PSF Tributary Width-Side One: TWI- 10.0 FT Roof Live: Load -Side: Two:: LL2- 35.0 F5F Ra)f Decd Load -Side Two DL2- 15.0 PSF Tributary Wid1:h -Side Twcn TW2- 1.5 FT Roof Duration Factor: Cd- 1.15 144241 Load; WALL- 254) PLIF Bean 5elf Kiight: 55W- 15 PLIF Shope /Pitch Adjusted Lenlaths and Loexls: COLUMN SEc TiON ('X -X AXIS), Adjusted Bean Length Loedj- 14.0 FT 5nan Unlfomi Live Load: w1- 403 PLI Burn Uniform Dead Load: wD -21j- 437 PLF" Total Uniform Load: WT- 540 PLF Properties For= 1.8 Rigidlorn LV II Rofwburg Forest Pr,xlucts Bending Stress: FIO- :2600 P51 SI'war Stress: Fv- 2B5 PSI Modulus of Elasticity: E- 1800000 FSI Stress Perpenclicula• tc Grain: Fc_Fx!rp- 700 PSI Adjusted Properties LE'r /DY- FW (Tension): Fb'- 3014 PSI Adjustment FaAars! Cd =1.15 CF-1.01 FV'- 173 F151 Fv': Fid- 328 PSI Adjustment Faa.ors: Cd -1.15 BENDING STRESS, (X -X ,AXIS):: Dssign Regpinsenent,s 875 PSI Controlling Mcment, M.- :20574 FT- LB 7.0 ft from I&Ft. suplxx MODULUS . OF EL Critical moment created by combining all deal and live loads. Cexitrolling Shea: V. 1 5173 LB At a distance d frarrl support. ADJUSTED PROPERTIES: Critical shear created by combining all , dead cr,d live loads. Gxnpaieans With Respired Sections. EI 54x:tia Modulus (P14xnent): SreL= ESIAI I11 S- 1110.74 IN3 Area (Shear): Ari-i 23.67 IN2 A= 59.06 IN:2 Manent of Inertia ('Defle: :tla): Ireq 575.1M IN4 1- 622.92 IN4 ROOF SEEAME 2006 INTERNATIONAL !'BUILDING CODE II II ) VER: 7.01.14 06 -20 -:2011 : 11:30:57 AM PROJECT- 90 CRIMSON LANE - LOCATIONa B -5 STAIR ROOF INNER BEAM SIJIMMARY- 2 ) 1.5 IN X 5.5 IN X 5.42 ITT / 1142 - SPRUCE-PIME -FIR - DRY USE SECTION ADEQUATE BY: 134.8:9 CONTROLLING FACTOR: :SECTION MODULUS / DEPTH {REQUIRED 3.5"1 IN CIENTER: SPAIN DEFLECTIONS: DEAD LOAD: DLD -CI °INTER. 0.01 TIN LIVE LOAD: LLD - CENTER- 0.04 IN - L/1687 TOTAL L.OAD: TLD - CIENTER- 0.04 IN - 1.1/1474 CIENTER SPAN LEFT ENI> REACTIONS (SUPPORT A): LIVE LOAD LL- RHN -A- 162 LEI DEAD LOAD, DL- F.XN -A- 27 LB TOTAL LOAD: TL- R }(N -A- 189 LB BLEARING LENGTH REQUI)PED (BEAM ONLY', SUPPORT CAPl1CITT NOT CHECK:ED) A= 9,15IN CIENTER: SPAN RIG14T END REACTIONS (SUPPOIRT Bp LIVE LOAD: LL- RXN( -B= 258 1.13 DEAD LOAD DL- FWN -B- 39 LLB TOTAL LOAD: TL- R}IN - 297 LB BEARING LENGTH REQUIRED (BEAM (ONLY', SUPPORT CAPACITY NOT C14ECKED):E31_- B= 0.231N BEAM DATA: CIENTER` SPAIN LENGTH. L2- 5.42 "FT CIEINTER. SPAN UNBRACEO LENGTH-TOP OF BEAII:LU2 -TOP'- 1,0 FT CENTER SPAN UNBR(ACEID LENGTH-BOTTOM OF BEANI;LU2- -BOTTOM- 5.42FT LIVE LOAD DURATION FACTOR: CD- 1.00 LIVE LOAD DEFLECT. CRITERIA: L/ 360 TOTAL LOAD DEFLECT. CRITERIA: L/ 240 CIENTER'. SPAN LOADING: UNIFORM LOAD: LIVE LOAD: WL -2= 0 FLF DEAD LOAD: IND -2 =- 0 PLF BIEAM SELF WEIGHT. BSW -- 3 PLF TOTAL II WT -2 3 F POINT LOAD I LIVE LOAD: PLI - -2- 4''20 LEI DEAD LOAD PDI -2- 50 IJ3 LOCATION (FROM HEFT 'END OF SPAIN): XI -2= 3.33 FT PIROPER'rIES F=OR. it2- (SPRUCE:- PINE -FIR BLENDING STRESS II 575 P51 514EAR STRESS: FV- 135 P51 MODULUS OF ELASTICIT'r: E- 1400CXX) PSI ADJUSTED MODULIJS OF ELAS:TICIT'n E -II 510000 PSI 5TRE55 PERIPENDICULAF! TO GRAIN: FC:__PERP- 425 P51 ADJUSTED PROPERTIES FE3" (TENSION): FB'- 1136 PSI ADJUSTMENT FACTORS: C'.D -1.00 CL -I,00 C.F-1.30 FV": FV'- 135 PSI AD.JUSIT115NT FACTORS: 03 DESIGN REQUIREMENTS: CONTROLLING MOMENT: M:- 610 FT -LEI 3.306 FT FROM LEFT SUPPORT OF E -PAN 2 (CENTER SPAN) CRITICAL. MOMENT CREATED BY COMBINING ALL DEAD LOADS AND LIVE LOADS ON SPAN(S) 2 CONTROLLING SHEAR: V. 2% LB AT .4 DLSTAII D FROM FRIGHT SUPPORT OF SPAN 2 (CENTER 5PAN ) CRITICAL. SHEAR CREATED BY COMBINING ALL DEAD LOADS AND LIVE: LOADS ON SPANII 2 COMPARISONS WITIN REQUIRED SECTIONS: SECTION MODULUS (MOMENT), SREQ- 6.44 IN3 5- 15, I ? IN3 AREA (_iHEAIR): AREQ- 2126 I1IN2 A- 16.50 IN's: MOMENT OF INERTIA (DEFLECTION): IREQ-: &.57 1 W 1- 41.59 IN4 FOOTING DESIGN E 2006 INTEERNA'TIONAL BUILDING CODE (05 ND5) I VER: 7.01.14 066- 20•-2011 1 205.36 F'M PROJECT. 40 CRIIMSONI LANE - LOCATI131I F�E3LE�9LLiEm2LLdG SUMMARY. FOOTING SIZE 30.0 IN WIDE: X 12,0 IN .DEEP CONTINUOUS FOCn"ING WITH 12.0 IIN THICK X 144.0 114 TALL 511E1`114A.L.L L.ONIGITUDINbAL REINFORCEMENT, ('4) CONTINII :I11:4 BAFtS FOOTING LOADS: LIVE LOAD: PL- 400 1'1_F DEAD LOAD: 11 1550 PLF STEMWALL LOAD: SD- 1800 PLF TOTAL, LOAD PT- 3750 PLF ULTIMATE FACTORED LOAD 'PU- 46010 PLF FOOTING PROPERTIES: ALLOWABLE SOIL. BEARING PRESSURE: OHS= 2000 PSI" CONCRETE COMPRESSIVE STRENGTH. IF'C- 3500 PSI REINFORCING STEEL YIELD STRENGTH: FY- 60000 PSI CONCRETE REINFORCEMENT COVER'.: C. 3.00 IN ;TOIL OVERISURDIEN HEIGHT: 5011.14- 4.0 FT (SOIL OVERBURDEN WEIGHT: SOILW- 110.00 PCF FOOTING SIZE: WIDTH: W- 30.0 IN DEPTH: DEPTH- 12.0) IIN EFFECTIVE DEPTH TO TOP LAYER OF ',STEEL.: D= 8.''25 IN STEMIWALL 'SIZE: WIDTH: W. 12.0 IN HEIGHT, HEIGHT= 144.170 IN 5TEMII WEIGHT STEM- WEIGHT- 150 PCF 13EAR114G CALCULATIONS: REQUIRED FOOTING WIDTH: WRfE[D- 26.37 IN ULTIMATE BEARING PRESSURE- Od- 1500 PSF EFFECTIVE ALLOWABLE 5011. BEARING F'RE55URE QE- 158CC P5F 13EAVI SHEAR CALCULATIONS (ONE WAIT SHEAR); E3EAMi SHEAR: VUI 117 LB ALLONA51 - - BEAM SHEAR: V'C:I 195'7 LB BENDING CALCULATIONS (TRANSVERSE): FACTORED MOMENT, MU- 6332 N• -LB NOMINAL MOMENT STRENGTHI P1N- 112425 IN -LEI REINFORCEMENT CALCULATIONS (TRANSVERSE): CONCRETE COMPRESSIVE BLOCK DEPTH: A- 0.44 IN STEEL REQUIRED BASED ON MOMENT: AS(1)- 0.01 INI! MINIMUM CODE REQUIRED REINFORCEMENT (SHRINKAGEfrEMPE,RATIJRE A.C:I- 10.5.4) 0- 261141:2 C ONTROLLING REINFORCING STEEL_: AS REQD- 0.26 IN2 SELECTED REINFORCEMENT: 144 BARS & 9:00 IN. O.G. REINFORCEMENT AREA PROVIDED: AS- 0.26 IN2'FT DEVELOPMENT LENGTH CALCULATIONS DEVELOPMENT LENGTH REQUIRED 11 12.11' IN DEVELOPMIENT LENGTH PROVIDED: ILD- F'F(OV- 6.00 IN NOTE: PLAINT CONCRETE ADIEQUATEE FOR BENDING, THEREFORE ADEQUATE DEVELOPMENT LENGTH NOT REQUIRED. REINFORCEMENT CALCULATIONS (LONGII UDINAL): r11NIMUM CODE REQUIRED REINFORCEMENT (SHRINKAGElTEMPERATURE A.C.1- 10.5.4) :A,'i(2) - 0.6511442 SELECTED REINFORCEMENT- (4) CONTINUOUS 124 BARS REINFORCEMENT AREA PRO /IDED: AS= 0.79 IN2 ROOF E3EAM[ 2006 INTERNATIONAL BUILDING CODE (lK NDS) ) VER, 7.01.1.4 06 -20 -2011 : Ih2q AM PRDJEC:T 410' CRIMSON LANE - LAC:ATIONr 5-2 5011174 WA L.1. &KY HEADER SUMMARY+ ( 2 ) 1.'75 IN X 9 j5 IN X 10.0 FT / 1.8 fRIGrIDLAM LVL - R:OSEBiURG FORE!5T PRODUCTS SECTION ADErQUATE: BY: 12.4% CCNITRO -LING FACTOR: SECTION MODULUS / DEPTH REQUIRED II IN • LAMINATIONS ARE TO BE FULLY CONNECTED TO PROVIDE UNIFORM TRANSFER OF LOADS TO ALL I" E:MBErRS CENTER SPAIN DEFLECTIONS: DEAD LOAD: EiLD- CENTER- 0.17 IN LIVE LOAD: LLD - CENTER= 0.25 IN = 11482 TOTAL LOAD. TLD - CIENTER-- 0.42 IN - I_ /2B7 CENTER SPAN LEFT END REACTIONS (SUPPORT A): LIVE LOAD: LL- R)R4-A- 2541 L.B DEAD LOAD. DL- FZXN -A -: 1720 LB TOTAL LOAD, TL- RXN -A- 4260 LB BEARING LENGTH 'REQUIRED (BEAM ONLY, SUPPORT CAPACITY NOT CHECKED):13L- A- 1.741N CENTER SPAN RIGHT END REACTIONS (SUPPORT B): LIVE LOAD: LL- RXN -B- 2:240 LIB DEAD LOAD OL- FZXN -B -: 1566 1_8 TOTAL LOAD TL- F!XN -B- 3807 LB BEARING LENGTH 'REQUIRED (BEAM ONLY, SUPPORT CAPACITY NOT CCHECKED)JEIL -13- 1.55114 BEAM DATA: CENTER SPAN LENGTH L2- 10.0 i ='T CENTER SPAN UNSRACED LENGTH -TOP OF BEAM:1_U2 -TOP-- 0.0 FT CENTER SPAN UNBRACED LENG7A- BOTTOM OF BEAII BOTTOM- IO.OFT LIVE LOAD DURATION FACTOR: CD- 1.00 LIVE LOAD DEFLECT. GRATER :A; L/ 3164 TOTAL LOAD DEFLECT. CRITERIA: L/ '2140 CENTER SPAN LOADING: UNIFORM LOAD: LIVE LOAD: hiL -2- 403 FILF DEAD LOAD: MID -2 -- 262 PLF BEAM SELF INEIGHT: BSW:- 8 PLF TOTAL LOAD WT -2- 6 PLF POINT LOAD I LIVE LOAD. PJI 7151 LEI DEAD LOAD FDI -2- 383 LB LOCATION (FROM LEFT END OF SPAN): XI -2 -: 3.0 1=T PR4OPERTIES (FOR: LEI RIGIDLAM LVL- ROSEBURG FOREST PRODUCT°_; BENDING STRESS: FB- 2600 P51 SHEAR STRESS: FV-: 285 P51 MODULUS OF ELAEr rICITY': E• 1800000 PSI STRESS PERPENDICULAR TO GRAIN(: F( PER'.f'- 70CI PSI ADJUSTED PROPERTIES FI3' (TENSION): F5 2677 PE-1 ADJUSTMENT FACTORS: CD -I.00 CF -4.03 FV': FV'- 2815 PSI ADJUSTMENT FACTORS: CO-1.00 DESIGN REQUIREMENTS: CONTROLLING MOMENT. M- 10 FT -LES 4.E FT FROM LEFT E5UPP0'RT OF= SPAN 2 (CENTER SIaAN) CRITICAL MOMENT CREATED BY COMBINING ALL. DEAD LOADS AND LIVE LOADS ON SFIAN(S) 2 CONTR(A-LING SHEAR: V.� ?iT75 L$ AT A DISTANCE D FROM (LEFT SUPPORT OF SPAN 2 ( CENTTER _SPAN) CRITICAL. SHEAR CREATED BY COMEIINING ALL DEAD LOADS AND LIVE LOADS ON SPAN(S) s' COMPARISONS W171 - I REQUIRED SECTIONS: SECTION MODULUS (MOMENT): SREQ- 46.65 I143 5- 52.66 IN3 AREA (SHEAR): AREQ- 19.137 III A- 33.25 IN2 MOMENT OF INERTIA (DEFLECTION," IREQ-- 209.30 1144 I= 250.07 I1 COLUMN C 205% INTERNATIONAL BUILDING( CODE (OE5 NDS) ) VER: 7.01.14 (%F - 20--2011 , 11:31,43 AMP 14WJECT: 91) CRI119 M4 LANE •- L.00ATIONII NORTH C)VERHEAAD DOOR HEADIER JAPE OUMI IRY ( 3 ) 1.5 IN X S.b IN X 10 Fr / 442 - SI -RUCC- -PINE; -FIR - DR'r USE SECTION ADEQUATE BY: 23.0'% F LAMINATIONS ARE TO BE FULLY' CONNECTED TO PROVIDE UNIFORM TRANSFER OI' LOADS TO ALL MEMBERS 4 LAMINATIONS TO BE NAILED TOGETHER PER NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION SECTION 15.3.3.1 IDEAL) LOAD: DLD- 0.09 IN VERTICAL REACTIONS- LLD- 0.13 IN - L /q20 TOTAL. LOAD: II VERT -LL- RXN - 21115 IJB DEAD VETtT -DL-RXN:- 5310(o LB TOTAL: VER.T -TL- RXN( == 5g24 LB AXIAL LOADS: TL -RTJ- 342:! LB BEARING LENGTH REQUIRED (BEAD ONLY, LIVE LOADS: PL= 2818 LEI DIEAD LOADS: PD- 3061 LIS COLUMN SELF WEIGHT: CShI= 45 LB TOTAL LOADS: PT- 5924 LB ECCENTRICITY I AXIS)- EX- 0.00 IN ECCENTRICITY' (Y -T AXIS): EY- 0.00 IN AVCIAL DURATION FACTOR: GD- AXIAL.- 1.00 CCOLUh'N DATA. LL' 35.0 PSF ROOF DEAD LOAD- 51D1`_ TWO: LENGTH: L- 104 FT MAXIMUM UNIBRACED LENGTH (X - k' AXIS): LX 2.0 FT 1'1AXIMIJM UNBRACE:D LENGTH I AXIS); LY- 10.0 FT COLUMN END CONDITION): KE- LO CALCULATED PRCIPERT 511 UNIFORM (LIVE LOAD: Wl_ 40:3 PLF COLUMN SEc TiON ('X -X AXIS), DX- 5.50 IN COLUMN SEC:TION ('Y -Y AXIS) DY' - 4.50 IN AREA: A- 24.75 II42 SECTION MODULUS (X -:K AXIS): SX- 22.6q I143 SECTION MODULUS (Y -Y' AXIS): SY 6.Iq IN3 Sil_ENDERNESi!5 RATIO: LEX /DX' -- 4.36 1=B (TENSIICNJ): LE'r /DY- 26.7 PRROPERTIE5 FOR: 442- SPRUCE-PIINE -FIR FV'- FV'- 173 F151 COMPRESSIVE STRESS: 11 1150 PSI BENDING STRESS, (X -X ,AXIS):: FBX- 875 PSI BENDING STRESS (Y -Y AXIS): FB)' -- 875 PSI MODULUS . OF EL E= AOCKK)0 P51 ADJUSTED MODULUS OF ELASTIC17r: E -MIN- 510000 PSI ADJUSTED PROPERTIES: COMPARISONS WITH REQUIRED SECTIONS: FC- PEERP= 4Y5 P51 EI FC'- 311 P51 ADJUSTMENT FACTORS: CD -1.100 CF -1.10 CID-0.25 AIRED- 24.40 IN2 C OLUMN CALCULATIONS (CONTROLLING CASE ONLY): A- 5163 I142 CONTROLLING LOAD CASE: AXIAL TOTAL. LOAD ONLY (L 4 D) COMPRESSIVE STRESS: FC: -- 239 PSI ALLOWABLE GOMFRESSIIVE 5 F(:'- 311 PSI FocmNG DESIGN 1 21106 INTERNIATIONbAL BALDING CODDE (05 NDS,) ) VER: 7.01.14 06 -20 -26 : 2:2544 PM M)JEC 90 CRIMSON LANIE - LOCATION- y_k16►J_EQE2T1NQ 5U1"11 1 FOCITIN4G SIZE- 236.0 IN WIDE X 12.0 IN DEEP C+ONITINUCIUS FO OTING WIT4 16.0 IN THICK )C 108.0 IN TALL !3'TE?11 LOhOITUDINAL REINFORCEMENT- (4) CONTINUOUS 144 BARS FOOTING LOADS: LIVE LOAD: PL.- 1220 PLF DEAD LOAD: PD- 1680 PLF' STEiMWAL.I. LOAD: SD- IB00 PI_F TOT AL LOAD: F'T- 4700 PLF ULTIMATE FACTORED LOAD: FU= 6128 PLF FOCrrING PROPERTIES: ALLOWABLE SOIL BEARING PRESSURE: Q5= 2000 PSF CONCRETE COMPRESSIVE STRENGTH: F'C- 3500 P51 REINFORCING STEEL YIELD STRENGTH: FY= 60000 F'E51 CCN REINFORCEMENT ' COVER: C. 3.00 IN SOIL OVERBURDEN HFIG417- 5011 -14= 4.5 FT' SOIL OVERBURDEN WEIGHT SCILW- 110.00 PCF FOOTING SIZE; WIDTH: bJ- 36.0 IN DEPTH: DEPTH- 12.00 IN EFFECTIVE DEPTH TO TOP LAYER OF STEEL. D- 8.25 IN STEEMWALL SIZE: WIDTH: l44- 16.0 IN HEIGHT: HEIGHT'- 108.00 IN STEEMWALL WEIGHT: STEM- WEIGHT- 150 PCF BEARING CALCULATIONS: RECARED FOOTING .WIDTH- W'REQ- 35.81 IN ULTIMATE BEARING PRESSURE- QU- 1567 PSF EFFECTIVE ALLOWABLE SOIL BEEARINCi PRESSURE QE -- 1575 ;PSF BEAM SHEAR (CALCUI IONIS (ONE WAY 5+4EAR) BEAll SHEAR. VIA. 2 LS ALLOWABLE BEAM SHEAR: ' ✓CI- 1'N57 LEI BENDING CALGULATICNS (TRANEVERSQ- FAC:TORED MOMENT- MU- 15611 INI - -LB NOMINAL MOMENT STRENCrrH: MN 112 ITV - REINFORCEMENT CALCULATIONS (TRWIN5VER51I CONkRETE COMPRESSIVE BLOCK DEPTH A- 0.44 IN STE:FL REQUIRED BASED ON MOMENT': AS(I)• 0.02 IN2 MINIMUM CODE REQUIRED REINFORCEMENT (S,HRINKAGEYTEMPERATURE ACI - 10.5.4):45(2)- 0.261N2 CONTROLLING IREINFORCINJS STETL: AS R:EEQD- 0.26 I1q2 SELECTED REINFORGEEMENT: V4 BAIRS 0 QI.00 IN. O.C. REINFORCEMENT AREA PRCIVIDEED- A5- 0.:26 INI2 /F7 ' DEVELOPMENT LENGTH CALCULATION'S: DEVELOPMENT LENGTH RE'QUIRVID: LD 12,17 IN DEVELOPMENT LENGTH PROVIDED: LD-- (PROW- 7.00 IN NOTE: PLAIN CONCRETE ADEQUATE FOR BIEINDING, THEREFORE ADEQUATE DEVELOPMENT LENGTH NOT REQUIFED. REINFORCEMENT CALCULATIONS (LONIGiITUDINAL): MINIMUM CODE REQUIRED REINFORCEMENT (SHRINKAGE %TEMPERATURE ACI - 10.5.4) 0.7131N2 SELECTED REINFORCEMENT: (4) CONTINUOUS #4 BARS REINFORC:IEMENT' AREA PROVIDED! AS- 0.79 I1 (ROOF' BEAMS 2006 INTERNATIONAL BUILDING CODE NDS) I VE °R: 7.01.14 06 -20 -2011 : 1630.16 AM PROJEiCTe 90 CRIMSON LANE - LOCATION, 13 -3 MST WALL BAY HEADER SUMPbARYI ( 3 ) 1.5 IN X 1111.25 IN X 10.0 FT / *W - HIT1 -FIR - DRY USE SECTION ADEQUATE BY: 34111 CONTROLLING FACTOR: SECTION MOIDULU5 / DEPTH REQUIRED 11.04 IN F LAMINATIONS ARE TO BE FULLY' CONNECTED TO PROVIDE UNIFORM TRANSFER OI' LOADS TO ALL MEMBERS INTERIOR SPAN DEFLECTIONS: (DEFLECTIONS: DEAD LOAD: IDEAL) LOAD: DLD- 0.09 IN LIVE LOAD: LLD- 0.13 IN - L /q20 TOTAL. LOAD: TLD- 0.22 IN = L/541 REACTIONSi ( EACIH END): DLD -EAVE- 0.03 IN LIVE LOAD: LL- RXN(=- 2013 LB DEAD LOAD. DL -RX14. 1410 LB TOTAL LOAD, TL -RTJ- 342:! LB BEARING LENGTH REQUIRED (BEAD ONLY, 5LIPPOIRT CAPACITY NOT CHEC :KED):BL- 11.58IN BEAM DATA O PLF O LS SPAN, L- 10.0 FT MAXIMUM UNBRAX:ED :SPAN. L.U- 0.0 FT PITCH OF 'ROOF: RP 0. : 12 LIVE LOAD DEFLECT, CRITERIA; l./ 360 TOTAL. LOAD DEFLECT. CRITERIA, L/ 240 (ROOF' LOADING LOWER EQUIV. TRIBUTARY WIDTH; 1200E LIVE LOAD-SIDE ONE: LLI 35.0 PSF 1ROOF DEAD LOAD -SIDE ONE: CCI- 15.0 PSF TRIBUTARYr 1-40TH- 51 :D'E ONE TINT 10.0 FT ROOF LIVE LOAI)--SIDIE TWO LL' 35.0 PSF ROOF DEAD LOAD- 51D1`_ TWO: I)12- 15.0 P5F TRIBIJTARIr WIDTH - SIDDE TWO: TP42- 1..5 FT ROOF DURATION FACTOR- CD- 1.15 WALL. LOAD: WALL.- 100 PLF BEAP'I SELF WEIGHT: BSW 1 PLI SLOPTYPITCH ADJUSTED LENGTHS AND LOADS: TOTAIL LOAD ADJUSTED BEAM LEM;TH: LADE- 10.0 FT 511 UNIFORM (LIVE LOAD: Wl_ 40:3 PLF SEAPI UNIFORM (DEAD LOAD: WD_ADJ= '(E32 FILF 'TOTAL UNIFORM LOAD: WT- 684 PLF PROPERTIES FOR: 1r2 -• HEM -FIR POINT LOAD 2 BENDING 5TRE55: 11 850 PSI . - -HEAR STRESS. FV- 150 PSI MODULUS OF ELASTICITY, E= 1300" PSI ,ADJUSTED MODULUS OF ELASTICITY- E -MIN- 470000 11 STRESS PERPENDICULAR TO GRAIN: F=C_PERP- 41015 PSI ADJL15TED PROPERTIES WT -ADJ- 61 PLIF 1=B (TENSIICNJ): FB'- 1124 P51 ADJUSTMENT FACTORS: CD -1.15 CF -1.00 CR -1.15 FV'- FV'- 173 F151 ADJUSTMENT FACTORS, CD -1.15 FV­ 135 PSI (DESIGN REDIARE:MENTS: EE- 1400000 PSI CONTROLLING MOMENT: 11- 85% FT -LB 5.0 FT FROM'( LEFT SUPPORT' 1FC- PE:RP= 425 PSI CRITICAL MOMENT CREATED 13Y COMBINING ALL DEAD AND LIVE LOADS. CONTROLLING SHEAR: V- 2806 LB AT A DISTANCE D FRCM SUPPORT. CL -0.% CF -1.30 CR -:1.15 CRITICAL SHEAR C :REA "rED EX COMBINING ALL DEAD AND LIVE LOADS. COMPARISONS WITH REQUIRED SECTIONS: FC- PEERP= 4Y5 P51 :SECTION MODULIJS (MKXMENT): SREEQ- 91.3:3 IN3 CONTFR:OLLING MCM S. g4A2 IN3 AREA (SHEEAR): AIRED- 24.40 IN2 CRITICAL MCC'lENT CREATED :BY A- 5163 I142 MOMENT OF INERTIA I'DEFLECTIONI)- 111 236.88 IN4 AT A DISTANCE D FROM LEFT SUPPORT OF 5PAN 3 (RIGHT SPAN) I. 533,9-4 IN4 ROOF RAFTER[ 2006 INTERNATIONIAL BUILDING CODE (05 NDS) I VER; 7.01.14 06 -20 -2011 : 11:311"1 AM FROJEECT cK) CRIMSON LANE: - LCXCATI04 RA 1`11 a ON CURVED ROOF SECTION( SUMMARY, 1.5 IN X 55 IN X 6.0 F17 (3 + 3) 40 16 O.C. A' 442 - SPRIJ:CE- PINE -FIR - :DRY USE SECTION ADEQUATE BY: 45,09 CONTROLLING FACTOR; MOMENT OF INERTIA / DEPTH REEQIJIRED 4.E-9, IN e LAMINATIONS ARE TO BE FULL" CONNECTED INTERIOR SPAN DEFLECTIONS: MEMBERS DEAD LOAD: DI_ID- INTERIOIR- 0.00 IN LIVE LOAD, LLD - INTERIOR- -0.02 IN L/2373 TOTAL_ LOAD: TLD- IN TERIOR- -0.02 IN - L/2057 SAVE DEFLECTIONS (POSITIVE DEFLECTIONS USED FOR DESIGN)): DEAD LOAD DLD -EAVE- 0.03 IN LIVE LOAD: LLD• - ;EAVE- 0 IN - 2L/522 TOTAL LOAD: TLD -EAVE- 0.17 IN - 2L/4 RAFTEIR END LOADS AND REACTIONS: LOADS, RXNS: UPPER LIVE; LOAD 53 PLF 70 LB UPPER DEAD LOAD: O PLF O LS UPPER TOTAL LOAD: 53 PLF 70 LB DESIGN( FOR UPLIFT LOADS (INCLUDES UPLIFT FACTOR C� SAFETY) -7q FILF -105 LB LOWER LIVE: LOAD: 368 PLF' 490' LB LOWER DEAD LOAD: 0 15 FLF 126 LB LOWER TOTAL LOAD, 462 FLF 616 LB UPPER EQUIV. TRIBUTARY WIDTH: UTWEEQ- 0.0' FT LOWER EQUIV. TRIBUTARY WIDTH; LTWEQ- 6.32` FT RAFTER DATA: OF BEAM:LU2- BOTTOM -ILOFT INTERIOR SPAN: L- 25.0 'FT EAVE SPAN: L- EAVES:= 3.0 FT RAFTER SPACING: SPACING 16.0 IN O.C. R:AFTIER PITCH: RP'- 4.0 : 12 ROOF SHEATHING APPLIED TO TOP OF JOISTS -TOP OF RAFTERS FULLY BRACED. SHEA - THING OR SHEETFtOCK APPLIED TO BOTTOM OF JOIl3T5- EOTTOM OF RAFTERS FULLY BRACED. LIVE LOAD DEFLECT. CRITERIA: Le :360 TOTAL LOAD DEFLECT. CRITERIA: L/ 240 RAFTIEIR LOADS: TOTAIL LOAD ROOF LIVE LOAD: LL- IN5.0 PSF DOUBLE EAVE R(X)F LIVE LOAD: L.L. -EAVE- 70.0 PSF ROOF DEAD LOAD: DL- 15.0 PSF R'CO)F DURATION FACTm! CD- 1.15 SLOPE ADJUSTED SPANS AND LOADS: POINT LOAD 2 INTERIOR SPAN: L -• -ADJ- 3.16 FT EAVE SPAN: L -EAVE -ADJ- 3.16 FT RAFTER LIVE LOAD: WI_ -AD_ 42 PLF EAVE LIVE LOAD: Wl.- EAVE -AD_J- 821 PLF RAFTER DEAD LOAD: WD -ADJ= 1'a PLF RAFTIEIR TOTAL LOAD WT -ADJ- 61 PLIF EAVE TOTAL LOAD nIT- EA'VE - A.DJ - 61 PLF PROPIERTIES FOR. 742- SPRLK E -PINE -FIR POINT LOAD 4 BENDING STRESS: FB- 875 P51 SHEAR STRESS: FV­ 135 PSI rIODULUS OF' ELASTICITY: EE- 1400000 PSI ADJUliTED MODULUS OF ELASTICITY: E -MIIN- 510000 P51 STRE55 PERPENDICULAR TO GRAIN): 1FC- PE:RP= 425 PSI A,DJU!STED PROPERTIES E 4EAIR STRESS: FB' (COMPRIE551CxJ FACE IN TENSION): FB'- 1145 PSI ADJUS FACTORS: CD -1.15 CL -0.% CF -1.30 CR -:1.15 ADJUSTED MODULUS Of= ELASTICITY: FV' 155 P51 ADJUSTMENT FACTORS: CD -1,15 FC- PEERP= 4Y5 P51 DESIGN( RECDUIREMENTSm CONTFR:OLLING MCM 1-1- - 515 FT - LB OVER RIGHT !SUPPORT OF SPAN 2 ('CEN"rER 51PAN) CRITICAL MCC'lENT CREATED :BY C0t1BININIG AI_I- DEAD LOADS AND LIVE LOADS ON SPAN(5) 2, 3 CONTROLLING SHEAR: \ 280 LB AT A DISTANCE D FROM LEFT SUPPORT OF 5PAN 3 (RIGHT SPAN) CRITICAL SHEAR CREATED B'r COMBINING ALL DEAD LOANS AND LIVE LOADS ON SPAN(5;1 2, 3 COMPARISONS WITH REQUIREED SECTIONS 5.61 FT FROM LEFT SUPPORT' OF 5PAN :2 (CENTER SPAN) SECTION MODULUS (MOMENT') SREQ- 4.213 IN? 5- 7!56 IN13 AREA (SHEAR): AREQ- :2.71 IN2 A- 8.:25 IN2 MOMENT OF INERTIA (DEFLECTION IREQ- 1121.34 IN4 FOOTING; DESIGN [ 2006 INTERNATIONAL BUILDING CODE (05 NDS) ) VER: 7.01.14 06 -20 -2011 : :24&EO PM FRLOJECTI 410 CRIPISON (LANE - LOGATIONL ;1QL£m�IEII.I�EI2DIJPKi SUr"RtY- FOOTINGr SIZE 36.D IN FIDE X 12.0 IN DIEIEP CCNTINUOUS FrC7OTING WITH 12:0 IN THICK X 144.0 IN TALI. STEMWALI- LONC REINPOPcIEMENTI (4) CONTINUOUS 454 BARS FOOTING, LOADS, LIVE LOAD: PL= 1300 PLF DEAD LOAD: PD- 1000 PLF 51EMWA.LL LOAD: SD- 11300 PLF TOTAL LOAD: PT -' 4100 IDLF ULTIMATE FACTORED LOAD: PU/ 5440 PLF FOOTING PROPERTIES; ALLOWABLE SOIL BEARING PFZIESSURE QS- 2000 PSF CONCRETE COMPRESSIVE STRUENGTH: 11 3500 PSI REINFORCING STEEL YIELD STRENGTH: II 64COW PSI CONCRETE REINFORCEMENT COVER: C- 3.00 IN S C IL OVERBURDEN HEIGHT: 51011.4== 5.0 FT SOIL OVERBURDEN( WEIC-417: SOILW- 110.00 PCF FOOTING SIZE: WIDTH: W= 36 IN DEPTH: DEPTH- 12.00 IN EFFECTIVE DEPTH TO TOP LAYER OF 5 "rEEL: D. 8.25 IN STEMWALL SIZE: WIDTHI W- 12.0 IN HEIGHT: HEIGHT- 144.00 IN STEMWALL I- JEIGH7 STEM- WEIGHT- 150 PCF BEARING CAI-CULAT'IOW-; REQUIRED FOOTING WIDTH: WREQ 33.17 IN ULTIMATE BF_ARIMs PRESSURE: QU- 1367 P5F EFFECTIVE ALLOWABLE SOIL BEARING PRESSURE QE- 1483 PSF BEAM SHEAF(. CAU:ULAT'IONS (ONE WAY SHEAR): BEAM !SHEAR.: VII- 567 LB ALLCVLkBLE BEAM SHEAR- VCI =: c%l57 LB BENDING: CALCULATIONS. (TRANSVERSE): FACTORED MOMENT: MID= 10880 IN -1_13 NOMINAL. MO'1ENT STRENGTH: MN- 12425 IN -LB R.EINFORCEM.ENT CALCULATIONS (TRANSVERSE, GGNCRISrE COMPRE551VE BLCCCK DIEPTH: A- 0.44 IN STEEL REQUIRED BASED ON MOMENT AS(I)- 0.02 IN2 MINIMUM CODiE REQIJIRED REINFORCEMENrr (SHRINKAGE /TEMPERATURE ACI- 10.5.4)- AS(2)- 0.261N2 CONTROLLI G REINFORCING STEEL. AS REQD- 0.26 IN2 SELECTED REINFORCEMENT: u4 SARS R 9.00 IN, O.C. REINFORCEMI =TNT AREA PROVIDED; AS- 0.26 III DEVELOPMENIT LENGTH CALCULATIONS: DEVELOPMENT LENGTH REQUIRED LD- 12.17 IN DEVELOPMENT LE14GTH PROVIDED: LD -PROV- 1.017 IN NOTE PLAIN CONCRETE ADECAJATE FOR BENDING, -- HEREFORE ADEQLATE DEVELOPMENT LENGT44 NOT REQUIRED. REINFORCEMENT CALCUTATICA45 (LONGITUDINAL.) - N IINIMUI'I CODE REQUIRED REINFORCEMENT (SHRINKAGE/TEMPEIRATURF AGI-- I0.5.4):A5(2)- O. - 181N2 SELECTED REINFORCEMENT- (4) CONTINUOUS 744 BARE) REINFORCEMENT AREA P'ROVI'DED: AS- 0.7q IN2 ROOF BEAh1I 2006 INT.ERNATIONAI. BUILDING CODE (05 NDS) J VER- 7.01.14 06 -20 -2011 : 11:30:39 AM PROJECT. CT. 2 10 CR MSON1 LANE: - U) CATION. 6--4 STAIR RCOF OUTER BEAM SUMMARY ( 3 ) 1.5 114 X 9, IN X 11.0 FT /442 - HEM -FIR - DI II' USE SECTION ADEQUATE B'r: 2.79 GONTROLLINGi FAC'rOR: SECTION MODULUS / DEPTH ]REQUIRED 0 1.13 IN e LAMINATIONS ARE TO BE FULL" CONNECTED TO PROVIIDE UNIFORM TRANSFIER CF LOADS TO ALL MEMBERS CENTIER SPAN DEFLECTIONS; DEAD LOAD: DLD - CENTEIR- 0.01 IN LIVE LOAD: LLD - CENTER- 0.19 IN - L./680 TOTAL LOAD, TLD - CENTEIR- 0.2q IN - L /4bB CENTER SPAN LEFT END REACTIONS (3UPPi A): LIVE LOAD: LL- RXN -A =- 751 LB DEAD LOAD. DL- RXN -A= 383 LB TOTAL LOAD TL-- IRXN -A,- 1134 LB BEARIINJG LENGTH REQUIRED (BEAPt ONLY, 5UP"!T CAPACITY NC -- CHECKED ;hBL -A.= =0.6211) CENTER SPAN RIGHT END R.EEACT ONS (SUPPORT 13): LIVE LOAD: LL- RXN -B-: q2q LB DEAD LOAD: DL•- RX14-E3- 463 LB TOTAL LOAD TL-- RXN -B- 1381 LB BEARING LENGTH REQUIRED (BEAM ONI :r, SIJPPOF(T CAPACITY' 1I CHECKED):BL- Ek- 0.761N BEAM DATA: CENTER SPAN LENGTH: L2- 11.0 FT CENTER SPAN UNBRACEED LIEI JGTHI -TOP ON OF BEAM:LU2 -T'= 1.0 !FT CENTER SPAN UNBRAC.IED LIENGTH-BOTTOM OF BEAM:LU2- BOTTOM -ILOFT LIVE LOAD DURATION FACTOR- CD- 1.00 LIVE LOAD DEFLECT. CRITERIA. L/ :360 T'OTAI. LOAD DEFLECT. CRITERIA: L/ 240 CENTER SPAN LOADING: UNIFORM LOAD: LIVE LOAD: WL -2 -- 0 PLF DEAD LOAD: WD -2- 0 PLF BEAM SELF WEIGHT: BSINI- B PLF TOTAIL LOAD WT -2- B PLF POINT LOAD I LIVE (LOAD: 11 420 LB DEAD LOAD= II Igo LB LOCATION (FROM LEFT END OF SPAN): XI-•2- 4.58 FT POINT LOAD 2 LIVE LOAD: 11 420 LB DEAD LOAD: PD2-:2- IqO LB LOCATION (FROM LEFT END OF SPAN): X2 -2- 5.58 FT POINT LOAD 3 LIVE LOAD: P13-2 -- 420 LB DEAD LOAD: PD3-:2- IqO LB LOCATION ('FROMI LEFT END OF SPAN): X3 -2- 6.58 FT POINT LOAD 4 LIVE LOAD. P1.4 -2 -- 420 LB DEAD LOAD: PD4 -2- 190 LB LOCA - rION ('FROM( LEFT' END OF SPAN), X4 -2- 7.56 FT PROPERTIES FOE:: #2- HEM--FIR BENDING STRESS. FE3- 650 PSI E 4EAIR STRESS: FV- 150 PSI MODULUS CIF ELASTICITY: E- 1300000 P51 ADJUSTED MODULUS Of= ELASTICITY: E- 1`IIN- 470000 P51 STRE55 PERPENDICULAR TO GRAIN): FC- PEERP= 4Y5 P51 ADJUSTED PROPERTIES FB' (TENSION): FB'- 1074 PSI A.DJUSTMENTT FACTORS: CD -1.00 CI_- -1.00 CI I.10 CR -1.15 FV': FV'- IEii) 1 ADJUSTMENTT FACTORS: CD -1.1X) DE516.1i REQUIREMENTS: CONTROLL11JG MOMENT: M. 5593 FT--LB 5.61 FT FROM LEFT SUPPORT' OF 5PAN :2 (CENTER SPAN) CRITICAL MCIMENT CREAiTED BY COMBINING ALL DEAD LOADS AND LIVE LOADS. ON SPAN(S) 2 CONTROLLING SHEAR: V:- 11365 LB AT A DISTANCE D FROM RIGHT SUPPORT OF SPAN 2 (CENTER SPAN) CRITICAL SHEAR CREATED BY COMBINING ALL. DEAD LOADS AND LIVE LOADS ON SPAN(S) 2 COMPA.RI5CN5 WITH RIEQUIRIED 5ECTION15: SECTION MODULUS (MOMENT SREQ- 62.4-1 IN3 S- 64.17 IIN3 AREA (SHEAR): AREA- 13.85 IN2 A- 41.63 IIV2 MOMENIT OF' INEF71A (DEFLECTION)): IREQ- 157.07 IN4 1- 291 IN4 ARC44104'S FNINCRIETE ANIAII RECTANGULAR SECTION LLTIMATE MOMENT - :24.96 FT -KIPS STEEL. RATIO - 5,13E -03 BALANCED STEEL- RATIO - 0,0241 B - 1:2 IN H - 12 IN D 0 1.750 IN TENSION STEEL AREA •: 0.600 94 CONCRETE COMPRESSIVE STRENGTH - 2:500 PSI STEEL. YIEL,I> STRENGTH - 60000 PSI (3) 144 TENSION BARS WERIF II Z - 118-.7 FOR TENSION( STEEL Z - 0 FOR COMPRESSION S - rEEL If` EITHER Z VALUE 15 )145 I'NVES'TIGATE AGI 10.6 SHEAF' STEEL NCrrE IN AREAS WHERE SHEAR 15 GREATER THAN 59.16P51 SHEAR TIE5 THAT PROVIDE 11-114 STEEL AREA PER INCH OF BEAM LENGTH MUST BE PROVIDED. FOR EXAM''�LE IF TIES; ARE SPACED AT 12 INCH CEENTEIRS EACH - TIE MUST HAVE AN AREA OF 0.120 5Q• -IN NOTE, TIE SPACING MIDST NOT EXCEED D, OR IB N WH CH EVER IS SMALLER, D I II1MM n eN�u ■�11 n,■�uI c z • x z C C • C: v LC c Z; ►IJ U 2 0 LL. C co X Da .f:a1 a U LJLJI i C.-,� I- l U LI-J C :.) [IL. n U.� lU �;j ✓1111 LU 1 N �s 1 11) ..i 1 I W 11" IDS; TE RE VI;I10I "J S' Copyright. J 2011 Ellin llin�lmm 1=11 I P R I01 J IE C"' 1 ( " 0 ' 0 ' 0I F>tIR■�MIF>� :�F>•II�F>I�N PAIGE:. F■1■■F illo�l ■IrOl■�1 i.- . / /' .L �a d, I� y J ' r� Z. fir' IS) 1� IY u IY ' c) 11) I)- 0 IDS; TE RE VI;I10I "J S' Copyright. J 2011 Ellin llin�lmm 1=11 I P R I01 J IE C"' 1 ( " 0 ' 0 ' 0I F>tIR■�MIF>� :�F>•II�F>I�N PAIGE:. F■1■■F illo�l ■IrOl■�1 i.- . / /'