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Home My WebLink About19009 61ST AVE NE UNIT 2_962191_2026 OPEN TO BELOW 1994 UNIFORM BUIDUNG CODE TABLE 23—I—Q--M LNG SCHEDULE (PARTIAL LISTING)( 42° RAIL CONNECTION (coM�oN na BJx) NAILING `d L o 1. Joist to sill or girder, toenail. 3-8 Bridging �n`I N 2. o toenail each W end. 2-8d N o 6. Sole plate to joist or blocking. typical face nail. 16d at 1 406mm C.C. C w Sole date to joist or blocki at txacod wall panels. 3-16d 1G 406mm '� rn NOTE: "NO STORAGE ALLOWED 7. To late to stud end nail O e 3/4' T&G PLYWOOD o sae plate. 4-8d toenail or 2-16d end nail IN LUNCH ROOM' 16d at 24 61omm O.C. NAIL U 6'��• ALL MEMts�Qs 9. Double stud face nail. ou a op Oates, typical face nail. 16d at 1 406mm a.e. rci Double top plates, lop spFice. 8-16d 11. Blocking between ioists or roftem to top plate, toenail. 3-8d C LIGHT STORAGE LUNCH ROOM 12. Rim joist to to late toenail. 8d at 152mm a.c. O w 125 psf (LIVE LOAD) ¢ 50 psf (LIVE LOAD) 13. To later b and intersections,a iece ps (n tote nail. 2-16d ' Q, 14. Cor�4nuous header tr feces 16d at 1 406mm a.c, alan each ed e 23. Built—up earner studs. 16d at 24 610mm O.C. � N cn 24. Built—up 96der and beams. 20d at 3 813mm o.c. of top and W `~ q.3 battam and stoggered 2-20d 420 RAIL of ends and at each splice 27. Panel sdin to framing : W �? EXISTING �¢ t/7 t3mm ar less 8d e U 6 AIR =N DCWN CONDITIONER 6�Corraaan—resistant siding or casing nails conforming to the requirernerrts of Section 23251. O H MEZANINE FLOOR PLAN SCALE: 1/4' = 1'-TCv Q W RIM JOIST z � N o N w Q, N WA 4 HE 1 ` W E- z Q N a„ • 2 o = � r CD SOLID BLOCKING N '� -�, B S `, O OVER BEARING (TYP.) N ® 4 D 1 fi' `_, �� . o Q r C. 3 X1 GLE 24F V4 4 HF 6' P DRAWN . CHECKED 0 4x DF D N MNF PAC tjy:v +=�' %tom � '� DAB . 1 t/6/96 sc 1/4' =1'—If . JOB NO. SHEET FLOOR FRAMING PLAN A 1 SCALE: 1 4 = 1'—T of 2 , SHEETS lU a LID n� N W Q) o C cc rn 12° MAX. SPACE 42' RAIL O °' o _s � o o _ a) o SIMPSON AC4 2x4 ® 16° O.C. (TYP.) 44 DF #1 NEW WALL COLUMN (TYP.) 7.5° RISE 'I T RUN O . _ H C� SIMPSON A24 EACH SIDE FRONT VIEW Q OR EQUIVELANT W/ BOLTS SCALE: 1le 1'—(f Q STAIRWAYS & GUARDRAILS: zz H M A. Usuable space under stairs shall have walls and soffits (on the z (3) 2x12 STAIR enclosed side) protected as required for 1—hour fire resistive N STRINGERS construction. W E- z B. Fire block stairs between stair stringers at top & bottom and along run between studs. 2° DIA. HANDRAIL C. Stairway requirements, U.N.O.: �D d 3 1. Minimum stair width. . . . . . . . . . . . . . . . . . . .36" Z 2. Minimum tread depth . . . . . . . . . . . . . . . . . . . 9° '- ' �•s ti 3. Minimum riser height . . . . . . . . . . . . . . . . . . . 4' o 1 T MAX. SPACE 4. Maximum riser height . . . . . . . . . . . . . . . . . . . T124 5. Minimum headroom . . . . . . . . . . . . . . . . . . .6'-8° ` %f` ;f (1, C,1° NOSING 4 '4; D. Handrail to have ends returned and laced minimum 42' and W maximum 44 above tread nosing. Handrail to be easily `' ;` MNF PAC ,— � rospable with a 1-1/2' to 2` cross—section area. Handrails zt. trim and other decorative features) may project into the t.ti' `; - • DAn 11/6/96 10° required stair width up to 3-1/2' each side. Handrails shall '�, I�bh qua 1/'� RUN extend at least 1-1/2' from wall. — -- I�`:vs �z►w 19c I .ae Na E. Exterior & interior guardrails to be minimum 4Z above finished _.i TYPE °X° 51T GWB floor when more than 4e above adjacent floor or grade. s"EEr Provide maximum 12" diameter clear space between intermediate STAIR DETAIL rails. A- 2 SCALE: 1/f = 1'—T OF 2 SHMS G 4 0 . 35-5q&(o C I -TY € F= € RL- 1 O-FON CChJST RUCT 10N PE RM I T 9=1EERM I T NO- c 9&-2I 9 1 Owner: WESTAP PROPERTIES P O BOX 33 9 ARLINGT€ N 9@22,n3 Value of Work: $8, 000. 00 Tax ID: 153-105-4012-0009 Phone: 435-8581 Describe Bark: BUILD MEZZAs` INIE-: Proposed Use: STORAGE Legal Description: Job Address: r9009 61ST. AVE: 3#2 Contractor' s Name Type Address License## GRM MFG INC G 19009 615T AVE NE #E TOTALS (�P Fee Permit Fee 224 50 Plan Fee $72. 96 SIGNATUREt TOTAL FEE. . . . ....... . . . . . . $297.46 1 HEREBY Ec T TH1* 111 AND EXAMIN D THI'S- APPL" TION AND PAYMENTS. . .. . . . .... . . .. .. .$0.0 KNOW THE SAME TO BE fRUE AND COR- RECT ALL PROVISIONS OF LAWS AND TAL E.. . . . . . . . . . . . . $297.46 ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED AITH WHETHER L 1G7 SPECIFIED HEW PO BUILDING 00VIAL ' i �� .w�� , i s- � �_ .. i,_i Memorandum I 110 City of Arlington Department of Community Development Building Department Date: LP- 4- I?t To: awe -iK a From: ty of Arlington Building Department Subject: Expired Building Permit No work has commenced within 180 days of the date of the last inspection, as per UBC Sec. 106.4.4 "Expiration". Therefore this file is being closed as an expired permit. Building Permit file no: `� / �/ Last Inspection Date: I A .,4we" 6a6z C� L Building Official buildingVnemoklosed or approval of plans, specifications and computations shall not be When submittal documei construed to be a permit for, or an approval of, any violation of arty require additional plan rev of the provisions of this _ide or of any other ordinance of the ji, 1- ferred submittal items as d, diction. Permits presuming to give authority to violate or cancel tional plan review fee shaII the provisions of this code or other ordinances of the jurisdiction 1 shall not be valid. 107.4 Expiration of PIan The issuance of a permit baked on plans, specifications and oth- permit is issued within 180 c er data shall not prevent the building official from thereafter re- shall expire by limitation, as quiring the correction of errors in said plans, specifications and review may thereafter be rev other data, or from preventing building operations being carried the building official. The bui on thereunder when in violation of this code or of anv other ordi- action by the applicant for a fiances of this jurisdiction. quest by the applicant shoN 106.4.4 Expiration. Every permit issued by the building official control of the applicant havf under the provisions of this code shall•expire by limitation and be- No application shall be exte come null and void if the building or work authorized by such per- new action on an appiicatiol mit is not commenced within 180 days from the date of such resubmit plans and pay a ne permit, or if the building or work authorized by such permit is sus- 107.5 Investigation Fees: " pended or abandoned at any time after the work is commenced for 107.5.1 Investigation. Wht a period of 180 days. Before such work can be recommenced, a new permit shall be first obtained to do so, and the fee therefor is required by this code has 1✓ shall be one half the amount required for a new permit for such ing said permit, a special invt work, provided no changes have been made or will be made in the mit may be issued for such ti original plans and specifications for such work, and provided fur- 107.5.2 Fee. An investigati ther that such suspension or abandonment has not exceeded one shall be collected whether or year. In order to renew action on a permit after expiration, the per- issued. The investigation fee mittee shall pay a new full permit fee. permit fee required by this c. Any permittee holding an unexpired permit may apply for an shall be the same as the mini extension of the time within which work may commence under Payment of such investigatic that permit when the permittee is unable to commence work with- from compliance with all od in the time required by this section for good and satisfactory rea- sons. The building official may extend the time for action by the 107.6 Fee Refunds. The bu permute-- for a period not exceeding 180 days on written request ing of any fee paid hereunc by the permittee showing that circumstances beyond the control of collected. the permittee have prevented action from being taken. No permit The building official may a shall be extended more than once. 80 percent of the permit fee p. 106 4.5 Suspension or revocation. The building official may, der a permit issued in accord.- in writing, suspend or revoke a permit issued under the provisions The building official may a of this code whenever the permit is issued in error or on the basis of 80 peipant of the plan review 1--4 Peter Chopetas: Professional Engineer 1221 State Avenue, Suite E Marysville, WA 98270 (360) 653-4615 11/6/96 G&M Manufacturing 19009 61st Ave. N.E. #2 Arlington, WA 98223 LOAD CALCULATIONS Vertical loads were analyzed for every load carrying span, column, wall and foundation on the subject building. The following parameters were used for design based on the site characteristics: Lunch Room Floor 50 psf uniform Storage Area 125 psf uniform No lateral loads were analyzed since the mezanine is entirely contained within and stabilized by the existing building. Concentrated loads at the column bases were examined. It was determined that the existing slab and soil conditions are within acceptable limits to carry the column loads. This assumes a 6" thick slab and a bearing capacity of 2000psf soil capacity. If you have any questions or if I can be of further assistance, please give me a call. L. CMO wA <1 4 '�o 27974 AL EXPIRES EXPIRES 12-14-96 Peter Chopelas PE STRUCTURAL NOTES A. GENERAL: The following notes are supplementary and do not supersede the specifications and/or details shown on the drawings. B. CODES & STANDARDS: Uniform Building Code (U.B.C.), 1994 edition. ACI, ACI SP-15. C. DESIGN LOADS: Storage area Floor 125 psf Live Load Stairs 100 psf Live Load Lunchroom Floor 50 psf Live Load D. TIMBER FRAMING: 1. HF or DF No. 2 or better for joists, rafters, bracing and light framing up to 4" nominal width. 2. BF or DF Util or No. 3 or better for plates or blocking. 3. DF No. 1 for posts and other beams, unless noted otherwise. 4. Joists and rafters to have 2" thick solid blocking at bearing supports. 5. Provide washers for all bolts bearing on wood. 6. All nails shall be common wire nails. 7. All nailing not otherwise noted should be per 1994 UBC table 23-I-Q E. MISCELLANEOUS: 1. Contractor to verify all dimensions in the field. 2. Provide temporary bracing as required until all permanent connections and stiffenings have have been installed. 3. Verify size and location of all openings in floor, roof and walls with mechanical and electrical work. 4. Pre-fabricated trusses, hold downs, hangers and other items to be installed per mfg.'s recommendations. Uniformly Loaded Floor Beam[ 94 UBC(91 NDS)]Ver. V4000035 By: Peter Cho elas , on: 10-18-1996 Project: G&MMFG-Location: Storage floor girder(6 foot span max) Summary: (2 )3.50 IN x 5.50 IN x 6.0 FT /#1 -HEM-FIR-Dry Use Section Adequate By: 10.7% Controlling Factor: Area Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.13 IN = U575 Total Load: TLD= 0.14 IN = U525 Reactions(Each End): Live Load: RL= 1875 LB Dead Load: RD= 178 LB Total Load: RT= 2053 LB Bearing Length Reqd.: BL= 0.72 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 125 PSF Tributary Load Span(Side One): TW1= 3.5 FT Side Two: Floor Live Load: LL2= 125 PSF Tributary Load Span(Side Two): TW2= 1.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 125 PSF Beam Loading: Beam Total Live Load: wL= 625 PLF Beam Self Weight: BSW= 9 PLF Beam Total Dead Load: wD= 59 PLF Total Maximum Load: wT= 684 PLF Controlling Total Design Load: wTcont= 684 PLF Properties For: #1-HEM-FIR Bending Stress: Fb= 950 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties. Fb'(Tension): Fb'= 1235 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 75 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 3080 FT-LB Shear(@ d from beam end): V= 1739 LB Comparisons With Required Sections: Section ModUIUs: Sreq= 30.0 IN3 S= 35.2 IN3 Area: Areq= 34.8 IN2 A= 38.5 IN2 Moment of Inertia: Ireq= 60.8 IN4 1= 97.0 IN4 J Uniformly Loaded Floor Beam[94 UBC(91 NDS)]Ver. V4000035 By: Peter Chopelas, on: 10-18-1996 Project: G&MMFG-Location: Storage floor girder(GLB option) Summary: 3.125 IN x 6.00 IN x 6.0 FT /24F-V4-VISUALLY GRADED WESTERN SPS-Dry Use Section Adequate By: 11.1% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.18 IN =U400 Total Load: TLD= 0.20 IN =U368 Reactions(Each End): Live Load: RL= 1875 LB Dead Load: RD= 164 LB Total Load: RT= 2039 LB Bearing Length Reqd.: BL= 1.00 IN Camber Reqd.: C= 0.02 IN Bearp Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 125 PSF Tributary Load Span(Side One): TW1= 3.5 FT Side Two: Floor Live Load: LL2= 125 PSF Tributary Load Span(Side Two): TW2= 1.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 125 PSF Live Load Reduction: Floor Loaded Area: FLA= 30 SF Reduction Based On Total Area: R1= 0.00 Max. Red'n Based On DULL Ratio: R2= 0.00 Max. Red'n Based On Total Area: R3= 0.00 Controlling Reduction Factor: R= 0.00 (FCLL> 100 PSF Design Live Load With Reduction: LL= 125 PSF Beam Loading: Beam Total Live Load: wL= 625 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 55 PLF Total Maximum Load: wT= 680 PLF Controlling Total Design Load: wTcont= 680 PLF Properties For: 24F-V4-VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb'(Tension): Fb'= 2394 PSI Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= 190 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 3058 FT-LB Shear(@ d from beam end): V= 1699 LB Comparisons With Required Sections: Section Modulus: Sreq= 15A IN3 S= 18.7 IN3 Area: Areq= 13.5 IN2 A= 18.7 IN2 Moment of Inertia: Ireq= 50.7 IN4 1= 56.2 IN4 4 Floor Joist[94 I)RC (91 NDS)]Ver. V4000035 Project: G&MMFG-Location: Lunch room floor By: Peter Chohelas , on: 10-18-1996 Summary: 1.50 IN x 5.50 IN x 9.0 FT @ 16.00 O.C./#2-.HEM-FIR-Dry Use Section Adequate By: 36.2% Controlling Factor: Area Deflections: Cant Tip 1 Live Load: LLD1= -0.07 IN Cant Tip 1 Total Load: TLD1= -0.08 IN Interior Span Live Load: LLD= 0.08 IN=U1107 Interior Span Total Load: TLD= 0.09 IN =U954 Bearing Length Reqd.: BL1= 0.76 IN Bearing Length Reqd.: BL2= 0.45 IN Equivalent Wall Loadings: Left End: WTL1= 347 PLF Right End: WTL2= 207 PLF Joist Reactions: Left End Total Load Reactions: R1max= 463 LB R1min= 0 LB Right End Total Load Reactions: R2max= 276 LB R2min= 0 LB Joist Data: Span: L= 7.0 FT Maximum Unbraced Length: Lu= 0.0 FT Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Loading: Uniform Live Load: LL= 50 PSF Floor Duration Factor: Cd= 1 00 Code Required Concentrated Live Load: LLconc= 0 LB Uniform Dead Load: DL= 10 PSF Joist Live Load: wL= 67 PLF Joist Dead Load: wD= 13 PLF Cantilever: Span: CS1= 2.0 FT Uniform Live Load: LL1= 50 PSF Uniform Dead Load: DL1= 10 PSF Joist Live Load: wL1= 67 PLF Joist Dead Load: wD1= 13 PLF Properties For: #2-HEM-FIR Bending Stress: Fb= 850 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1271 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cr=1.15 Fb' (Compression Face in Tension [End 1]): Fb'1= 1271 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cr=1.15 Fv': Fv'= 75 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Shear: V= 303 LB Note: Critical V created by combining all dead loads and w and w1 live loads Maximum Moment: M= 477 FT-LB Note: Critical M created by combining all dead loads and w live loads. Decking Information: Plywood Thickness T= 0.75 IN Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: Ajoist= 8.3 IN2 Plywood Area: Aply= 2.0 IN2 Section Centroid: C= 3.36 IN ABOVE BASE Moment Of Inertia: Icomb= 36.6 IN4 Comparisons With Required Sections: Section Modulus: Sreq= 4.6 IN3 S= 7.5 IN3 Area: Areq= 6.1 IN2 A= 8.2 IN2 Moment of Inertia: Icomb= 36.5 IN4 Square Footing Design [ 94 UBC (91 NDS) ]Ver. V4000035 By: Peter Chopelas , on: 10-18-1996 Project: G&MMFG-Location: Equvalent Column oading on a 6"thick slab Summary: Size: 1.29 FT x 1.29 FT x 6.00 IN Footing has been designed without reinforcement. Footing Loads: Live Load: PL= 1650 LB Dead Load: PD= 360 LB Total Load: PT= 2010 LB Ultimate factored load: Pu= 3309 LB Footing Properties: Allowable soil bearing pressure: Qs= 2000 PSF Effective soil bearing pressure:(with increase) Qe= 2041 PSF Concrete compressive strength: F'c= 2500 PSI Selected Size: Length: L= 1.29 FT Width: W= 1.29 FT Area: A= 1.66 SF Ultimate bearing pressure: Qu= 1988 PSF Column Base Dimensions: Length: 1= 4.00 IN Width: w= 4.00 IN Footing Size Selection: Required footing area: Areq= 0.98 SF Minimum footing size required: Lreq= 0.99 FT Footing depth based on shear stresses.- Selected footing depth: D= 6.00 IN Punching Stress Calculations: Critical perimeter: Bo= 40.00 IN Punching shear: Vu1= 1928 LB Punching shear stress: vu1= 12 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 3521 IN-LB Nominal moment strength: Mn= 15093 IN-LB Column[94 UBC(91 NDS)]Ver. V4000035 By: Peter Chopelas , on: 10-18-1996 Project: B&MMFG-Location: lunch room under floor column Summary: 3.50 x 3.50 x 7.0 FT / #1 -DOUGLAS FIR-LARCH-Dry Use Section Adequate By: 78.4% Base Reactions: Live: RL= 1650 LB Dead: RD= 384 LB Total: RT= 2034 LB Axial Loads: Live Loads: PL= 1650 LB Dead Loads: PD= 360 LB Total Loads: PT= 2010 ' LB Column Data: Length: L= 7.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length(X Axis): Lx= 7.0 FT Maximum Unbraced Length(Y Axis): Ly= 7.0 FT Eccentricity(X Axis): ex= 0.00 IN Eccentricity(Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1450 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress X Axis): Fbx= 1000 PSI Bending Stress (Y Axis): Fby= 1000 PSI Adjusted Properties: Fbx: Fbx'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fby': Fby'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 759 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.46 Controlling Direction: (Y Axis) Compressive Stress: fc= 164 PSI Allowable Compressive Stress: Fc'= 759 PSI Column Properties: Column Section (X Axis): dx= 3.50 IN Column Section (Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus(X Axis): Sx= 7.1 IN3 Section Modulus(Y Axis): Sy= 7.1 IN3 Length Depth Ratio: Lex/dx= 24.0 Ley/dy= 24.0 Column Bending Calculations: Combined Stress Factor: CSF= 0.22 Y N Uniformly Loaded Floor Beam[94 UBC(91 NDS)]Ver. V4000035 By: Peter Chopelas , on: 10-18-1996 Project: G&MMFG-Location: lunch room floor girder Summary: 3.50 IN x 5.50 IN x 6.0 FT /#1 -HEM-FIR-Dry Use Section Adequate By: 13.1% Controlling Factor: Area Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.11 IN= U654 Total Load: TLD= 0.13 IN =U537 Reactions(Each End): Live Load: RL= 825 LB Dead Load: RD= 179 LB Total Load: RT= 1004 LB Bearing Length Reqd.: BL= 0.71 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 50 PSF Tributary Load Span(Side One): TW1= 2.0 FT Side Two: Floor Live Load: LL2= 50 PSF Tributary Load Span(Side Two): TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 50 PSF Beam Loading: Beam Total Live Load: wL= 275 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 60 PLF Total Maximum Load: wT= 335 PLF Controlling Total Design Load: wTcont= 335 PLF Properties For: #1-HEM-FIR Bending Stress: Fb= 950 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties: Fb'(Tension): Fb'= 1233 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 75 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 1506 FT-LB Shear(@ d from beam end): V= 851 LB Comparisons With Required Sections: Section Modulus: Sreq= 14.7 IN3 S= 17.6 IN3 Area: Areq= 17.1 IN2 A= 19.2 IN2 Moment of Inertia: Ireq= 26.8 IN4 1= 48.5 IN4 6 ') Uniformly Loaded Floor Beanif 94 UBC(91 NDS)]Ver. V4000035 By: Peter Chopelas , on: 10-18-1996 Project: G&MMFG-Location: lunch room floor girder(along stair) Summary: 3.50 IN x 5.50 IN x 7.0 FT /#1 -HEM-FIR - Dry Use Section Adequate By: 37.9% Controlling Factor: Section Modulus Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.13 IN =U647 Total Load: TLD= 0.16 IN =U527 Reactions(Each End): Live Load: RL= 613 LB Dead Load: RD= 139 LB Total Load: RT= 751 LB Bearing Length Reqd.: BL= 0.53 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 10 PSF Side One: Floor Live Load: LL1= 50 PSF Tributary Load Span(Side One): TW1= 0.0 FT Side Two: Floor Live Load: LL2= 50 PSF Tributary Load Span(Side Two): TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Live Load: LLave= 50 PSF Beam Loading: Beam Total Live Load: wL= 175 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 40 PLF Total Maximum Load: wT= 215 PLF Controlling Total Design Load: wTcont= 215 PLF Properties For: #1-HEM-FIR Bending Stress: Fb= 950 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties: Fb'(Tension): Fb'= 1233 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 75 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 1315 FT-LB Shear(@ d from beam end): V= 653 LB Comparisons With Required Sections: Section Modulus: Sreq= 12.8 IN3 S= 17.6 IN3 Area: Areq= 13.1 IN2 A= 19.2 IN2 Moment of Inertia: Ireq= 27.1 IN4 1= 48.5 IN4 '1 I •� i ' y IIV-T— LAi I ,� - �f• J l ; i 1 ! \ �., � ��• I i It• )% 71 6*11 '' I ' •' t I .'•'_ � — � SIR � c� i ! 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