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Home My WebLink About520 S. Peabody Street Address: 520 S Peabody Street 5-D L) 5. PREPARED 9/12/13, 12:15:35 INSPECTION TICKET PAGE I CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 9/12/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 520 S PEABODY ST SUBDIV: CONTRACTOR STEVE JOHNSON CONSTRUCTION PHONE (360) 457-8196 OWNER HOHAM RUTH S PHONE PARCEL 06-30-00-0-1-9980-0000- APPI, NUMBER: 13-00000414 RES FOUNDATION ONLY ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL6 01 8/02/13 JLL BLDG POST/COLUMN FTG 8/02/13 AP August 2, 2013 8:20:41 AM pbarthol. Steve 670-1317 AM August 2, 2013 4:10:34 PM jlierly. BLFO 01 8/28/13 PB BLDG FOUNDATION 8/29/13 AP August 28, 2013 9:31:42 AM pbarthol. Steve 670-1317 August 29, 2013 1:46:45 PM pbarthol. UFR ground in place BL99 01 9/12/13 BLDG FINAL September 12, 2013 9:55:59 AM pbarthol. Steve 670-1317 he would like you to call so he can be there. ------------------------------------------------------------------------------------------------ PERMIT. PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------- ------------------------------------------------------------------ PL99 01 9/12/13 PLUMBING FINAL September 12, 2013 9:56:45 AM pbarthol. Steve 670-1317 he would like you to call so he can be there. -------------------------------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,VA 98362 Application Number . . . . . 13-00000414 Date 5/03/13 Application pin number . . . 607774 Property Address . . . . . . 520 S PEABODY ST ASSESSOR PARCEL NUMBER: 06-30-00-0-1-9980-0000- Application type description RES FOUNDATION ONLY REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . COMMERCIAL OFFICE to the City of Port Angeles Application valuation . . . . 11000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc INSTALL STEEL FOUNDATION SYSTEM/NEW WATER SERVICE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ HOHAM RUTH S STEVE JOHNSON CONSTRUCTION 520 S PEABODY ST 1512 W. 5TH ST PORT ANGELES WA 983626230 PORT ANGELES WA 98362 (360) 457-8196 ----------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc STEEL FOUNDATION SYSTEM Permit Fee . . . . 221.75 Plan Check Fee 144.14 Issue Date . . . . 5/03/13 Valuation . . . . 11000 Expiration Date 10/30/13 Qty Unit Charge Per Extension BASE FEE 95.75 9.00 14.0000 THOU BL-2001-25K (14 PER K) 126.00 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . NEW WATER SERVICE Permit Fee . . . . 57.00 Plan Check Fee .00 Issue Date . . . . 5/03/13 Valuation . . . . 0 Expiration Date . . 10/30/13 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 7.0000 EA PL-WATER LINE 7.00 ---------------------------------------------------------------------------- Other Fees . . . . . I . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 278.75 278.75 .00 .00 Plan Check Total 144.14 144.14 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 427.39 427.39 .00 .00 V� Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. tee Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Sternwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists I Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit TmE For City Use CITY OF ORT ANGELES P Permit# /3- V� A S H I N G T 0 N , U . S. Date Received: 321 E 51h Street Date Approved Port Angeles,WA 9836 1A P:360-417-4817 F:360-417-4711 r\ Email:permits0cityofpa.us BUILDING PERMIT APPLICATION Project Address: 5-Z 0 P d Phone: 6 70 Primary Contact: Email: i Name Phomr Property Mailing Address Email Owner '5- City State Zip Name Phone Contractor Address Email Information City ;P State Zip LCcontractors License4r i—fdr g-C-fe 7 7 7c-- Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) $ //ro E5016 fx—� Residential 1:1 Commercial El Industrial El Public 11 Permit Demolition 1:1 Fire El Repair 1:1 Reroof(tear off/lay over) Classification For the following,fill out both pages of permit api2lication: (check New Construction 1:1 Exterior Remodel 1:1 Addition 0 Tenant Improv(mynt appropriate) I Mechanical 11 Plumbing El Other 11 Fire Sprinkler System? Irrigation System? Proposed Bathrooms Proposed Bedrooms Yes 13 No 0 � Yes 13 No 13 1 Project Description rep /a ZE-.;a Lt- /XAd-k-f-- Project Valuation $ ��6)ooe-A=> f Is project ina Flood Zone: Yes 13 NoC3--Flood Zone Type: — If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date Print Name 5;1s-aC— 9b'HA1So0V Signature Residential Structures For Office Use Area Description(SQ FT) Existing Proposed ss value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or 2 nd floor) Garage Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed ss Value Existing Structure (s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft) %Lot Coverage (Total lot coverage lot size) Site Coverage (�q Ft of all impervious) %of Site Coverage (total site coverage-- lot size) Mechanical Fixtures Indicate how many of each-type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alte ation Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) as Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # # Ventilation System # Forced Air Unit Furnace/Heat Pump Plumbing Fixtures Indicate how many of each type of fixtu e to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Plumbing Vent piping # Sewer Line # Industrial waste pretreatment interceptor(Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx 325 516 �43 520 6e'l 519 .01 11-611 X 11-611 X 1011 12" WIDE X 12" DEEP CONCRETE FOOTING WITH CONCRETE FOOTING WITH (2) NOA 5ARS EACH WAY (2) NO.4 5ARS CONTINUOUS r 4 VARIFY LOCATION WITH ONE TOP AND ONE 50TTOM Q) EXSITIW.z POSTS I I TYPICAL FOR (2) -5. -------------------------------------------------------------------------- ------------------ --—1 r------------------------------------------------------------------------------------------------ 0 10" DIA. CONCRETE PLINTH WITH (3) NOA 5ARS VERT. 4j c*4 0 AND V, O.C. HORIZ. 4 4 -( PROIVDE SIMPSON EP5 44 4 4 4 (P POST 5ASE ol TYPICAL FOR (2) 0 0 EXISTING 4X6 DF cz cd NO2 Q) O� - 0 11-131*1 X 11-131, X 101, DEEP -p CONCRETE PAL) WITH (3) NOA 5ARS EACH WAY 0 TYPICAL FOR (22) LOCATIONS Y) 2 Q) L j k A EXISTING CQ r4 4X8 DF Lo �4-6, NO2 E� - — - --l'-13--4 A -E3-4 - L- --J L�j 2X4 c_:" E -�j LD OF BEAM AND POST TYPICAL FOR (22) LOCATIONS (p L C4 L---------------------------------------------------------------------------------------------------- 4 11 Z .5 CQ co m .1 co co 5 "-4 1 0 CQ CQ 4 FOUNDATION f=LAN m 10 .,q a) co co SCALE: 114" cm V-011 0 co co co 0 cd 0 44 EXISTING EXISTING EXISTING 0 4 F FLOOR STURCTURE FLOOR STURCTURE FLOOR STURCTURE co 134 F7� EXISTING PORCH STRUCTURE EXISTING 4X(o FLOOR GRIDER 114" DIA. X 2" LAG SCREWS P.T. 4X4 100ST ...... AT 12" O.C. EXISTING WIT14 SIMPSON 4X& FLOOR P.T. 4X(o POST 5C4 POST CAR SIMPSON EP`544 1/4 11 D I A. X 2 'ANCHORPANEL' GRIDER Al WITH SIMPSON A24 VERIFY POST 5A5E nrl LAG SCREWS CHANNEL AND ATIBASE QN00, AT 12" O.C. FOUNDATION PANELS 10" DiA. CONCRETE 2X4 IBLOCK PLINTH WITH (3) NOA EACH -SIDE OF 'ANCHORPANEL' 5EAM AND POST X 1, 5ARS VERT. AND -c3a X 101, C—A/ CHANNEL AND cj" O.C. HORIZ. ONRETE FOOTING FOUNDATION 1/2" DIA. AM. WITH (3) NOA 5ARS fAr., cl, PANELS W1 3" EM5EDMENT EACH WAY lit IL L--------------- -------i I Cr L clfy OF PORT A% ose permlt j1pon --------------------------- the buildm. V,�jp an,,''All pair, 121, WIDE X 121, DEEP 12" WIDE X 12" DEEP 1-611 X 11 ai dats,�+,,-!'rio; - 0 1 —611 X 1011 ij,-m elrov'S in qIl CONRETE FOOTING CONRETE FOOTING tnn CONRETE FOOTING ;,,i in WITH (2) NOA BARS WITH (2) NOA 5AR-5 "'o 14 - lt,UiCL WITH (2) NO.4 5ARS eu� I 3! �I ( "es IV - /w EACH WAY CHUC:K SJOHN50N FOUNE::) ATION WALL FOUNDATION WALL INTEF--, 10F� f=AID FOOTING; AT f=OFRC�4 F &,1 014 2 .4 SCALE: 11/2 V-011 SCALE: 11/2 V-011 SCALE: 11/2 V—011 SCALE: 11/211 V-011 FA S�.19 Aim;; T" LINDBE4,-AW4' A R C H I kJ' C T' IS 319 s.peabody,suite bi port angeles,wa 98362 360.452.6116 fax 360.452.7064 Ptoject. PE411A P.-P 1%W-) Project No. Sublect; W40S By: eg-- ,D*�te: L �]a Sheet of LOADS Pr-dF- 7-,Wwvkn BYIJ 1:5 G12. P!-J- - )6�TD 4z? NAIL 11 e-I PAP r-------------------- -------------------------- ---------w C ----------- ------------- --------------------------------------- T- -— —- -—-—- -—- X), + *&A WAI /DO-- /Va.-2- L--------------------------------------------------------------------I --2PAV - ----------------------------------------------------------------------------------------------- Sac[ t/VAL" Z-961WI) , 64 I-W;;, 1 M-6-333 L4*1-1�J. Project: Location: Uniformly Loaded Floor Beam 1 Uniformly Loaded Floor Beam [200�International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 6.75 FT #1 -Hem-Fir(North)-Dry Use Section Adequate By: 19.7% StruCalc Version 8.0.100.0 4/18/2013 11:22:09 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Cente Live Load 0.09 IN U881 Dead Load 0.04 in Total Load 0.13 INU634 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1181 lb 1181 lb Dead Load 460 lb 460 lb Total Load 1641 lb 1641 lb Bearing Length 1.16 in 1.16 in BEAM DATA Center �1.711 Span Length 6.75 ft A Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #1 -Hem-Fir(North) Floor Live Load FLL 40 psf 40 psf Base Values Ad6usted Floor Dead Load FDL 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb' 1298 psi Floor Tributary Width FTW 4.4 ft 4.3 ft Cd=1.00 C1=1.00 CF=1.30 Wall Load WALL 0 plf Shear Stress: Fv= 145 psi Fv' 145 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 350 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 131 plf Min.Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Beam Self Weight: BSW 5 plf Comp.-L to Grain: Fc--L= 405 psi Fc--L = 405 psi Total Maximum Load: wT 486 plf Controlling Moment: 2770 ft-lb 3.375 ft from left support Created by combining all dead and live loads. Controlling Shear: 1379 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: RecCd Provided Section Modulus: 25.61 in3 30.66 in3 Area(Shear): 14.26 in2 25.38 in2 Moment of Inertia(deflection): 45.4 in4 111.15 in4 Moment: 2770 ft-lb 3315 ft-lb Shear: 1379 lb 2453 lb NOTES Project: Location: Footing 1 Footing [20M International Building Code(2005 NDS)] Footing Size:0.833 FT x 0.833 FT x 10.00 IN Reinforcement:#4 Bars @ 3.50 IN.O.C.EAA1 (2)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4118/2013 11:25:40 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi 5.5 in Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C 3 in FOOTING SIZE Width: W= 0.83 ft Length: L 0.83 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m 5.5 in Column Depth: n 5.5 in FOOTING CALCULATIONS 10 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1183 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 0.6 sf Area Provided: A 0.69 sf Baseplate Bearing: Bearing Required: Bear= 1222 lb Allowable Bearing: Bear-A 83566 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 0 lb Allowable Beam Shear: Vc1 = 4686 lb -- Punching Shear Calculations(Two Way Shear): 0.833 ft Critical Perimeter: Bo 0 in Punching Shear: Vu2= 0 lb Allowable Punching Shear(ACI 11-35): vc2-a= 0 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 0 lb Live Load: PL= 591 lb Allowable Punching Shear(ACI 11-37): vc2-c= 0 lb Dead Load: PD= 230 lb Controlling Allowable Punching Shear: vc2 0 lb Total Load: PT= 821 lb Bending Calculations: Ultimate Factored Load: Pu= 1222 lb Factored Moment: MU 1526 in-lb Nominal Moment Strength: Mn 83091 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a 0.74 in Steel Required Based on Moment: As(l)= 0.01 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.20 in2 Controlling Reinforcing Steel: As-reqd�— 0.20 in2 Selected Reinforcement: #4's @ 3.5 in.o.c.e/w(2)Min. Reinforcement Area Provided: As= 0.39 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup 2 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES Project: Location:Uniformly Loaded Floor Beam 1 Uniformly Loaded Floor Beam [2006 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 3.25 FT #1 -Hem-Fir(North)-Dry Use Section Adequate By:385.0% StruCalc Version 8.0.100.0 4/18/2013 11:27:21 AM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Cente Live Load 0.00 IN U7895 Dead Load 0.00 in Total Load 0.01 IN U5682 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 569 lb 569 lb Dead Load 222 lb 222 lb Total Load 790 lb 790 lb Bearing Length 0.56 in 0.56 in Center BEAM DATA Span Length 3.25 ft A 3.25 ft Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #1 -Hem-Fir(North) Floor Live Load FLL 40 psf 40 psf Base Values Adausted Floor Dead Load FDL 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb'= 1298 psi Floor Tributary Width FTW 4.4 ft 4.3 ft Cd=1.00 C10.00 CF=1.30 Wall Load WALL 0 plf Shear Stress: Fv= 145 psi Fv'= 145 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 350 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 131 plf Min.Mod.of Elasticity: E—min= 580 ksi E—min'= 580 ksi Beam Self Weight: BSW 5 pif Comp.-L to Grain: Fc--L= 405 psi Fc--L = 405 psi Total Maximum Load: wT 486 plf Controlling Moment: 642 ft-lb 1.625 ft from left support Created by combining all dead and live loads. Controlling Shear: -506 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: —Rg-q:d Provided Section Modulus: 5.94 in3 30.66 in3 Area(Shear): 5.23 in2 25.38 in2 Moment of Inertia(deflection): 5.07 in4 111.15 in4 Moment: 642 ft-lb 3315 ft-lb Shear: -506 lb 2453 lb NOTES Project: Location:Footing 2 Footing [2069 International Building Code(2005 NDS)] Footing Size: 1.75 FT x 1.75 FT x 10.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.EAN/(3)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4118/2013 11:28:45 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C 3 in FOOTING SIZE Width: W= 1.75 ft Length: L= 1.75 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: rn 5.5 in Column Depth: n 5.5 in 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1072 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 2.39 sf Area Provided: A 3.06 sf 10 in Baseplate Bearing: Bearing Required: Bear= 4883 lb Allowable Bearing: Bear-A 83566 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 988 lb Allowable Beam Shear: Vc1 = 9844 lb Punching Shear Calculations(Two Way Shear): 1.75 ft Critical Perimeter: Bo 47 in Punching Shear: Vu2= 3354 lb Allowable Punching Shear(ACI 11-35): vc2-a= 66094 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 80625 lb Live Load: PL 2362 lb Allowable Punching Shear(ACI 11-37): vc2-c= 44063 lb Dead Load: PD 920 lb Controlling Allowable Punching Shear: vc2 44063 lb Total Load: PT 3282 lb Bending Calculations: Ultimate Factored Load: Pu 4883 lb Factored Moment: Mu 12818 in-lb Nominal Moment Strength: Mn 126876 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a 0.53 in Steel Required Based on Moment: As(l)= 0.06 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.42 in2 Controlling Reinforcing Steel: As-reqd 0.42 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup 7.5 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES Project: Location:Multi-Loaded Multi-Span Beam 2 MultL-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 5.0 FT #2-Hem-Fir(North)-Dry Use StruCalc Version 8.0.100.0 4/1912013 7:22:26 AM Section Adequate By: 18.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Cente Live Load 0.02 IN U3131 Dead Load 0.01 in Total Load 0.03 IN U1773 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS B Live Load 2613 lb 2613 lb Dead Load 2002 lb 2002 lb Total Load 4614 lb 4614 lb Bearing Length 2.07 in 2.07 in BEAM DATA Cente 5ft R Span Length 5 ft A Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Cente Notch Depth 0.00 Uniform Live Load 1045 plf MATERIAL PROPERTIES Uniform Dead Load 788 pif #2-Hem-Fir(North) Beam Self Weight 13 plf Base Values Ad'usted Total Uniform Load 1846 plf Bending Stress: Fb= 675 psi Fb' 674 psi Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv= 135 psi Fv' 135 psi Cd=1.00 Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Min.Mod.of Elasticity: E—min= 400 ksi E—min'= 400 ksi Comp.-L to Grain: Fc--L= 405 psi Fc-J- = 405 psi Controlling Moment: 5768 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2861 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: _Rg_q�d Provided Section Modulus: 102.63 in3 121.23 in3 Area(Shear): 31.79 in2 63.25 in2 Moment of Inertia(deflection): 94.36 in4 697.07 in4 Moment: 5768 ft-lb 6813 ft-lb Shear: -2861 lb 5693 lb NOTES i/ol Project: Location:Footing 4 Fooling (2009 International Building Code(2005 NDS)] Footing Size: 1.6 FT x 1.6 FT x 10.00 IN Reinforcement:#4 Bars @ 12.00 IN.O.C.EM/(2)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/19/2013 11:00:54 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: QS= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy 40000 psi Concrete Reinforcement Cover: C 3 in FOOTING SIZE Width: W 1.6 ft Length: L= 1.6 ft Depth: Depth 10 in Effective Depth to Top Layer of Steel: d 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: QU= 664 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 1.24 sf Area Provided: A 2.56 sf 10 in Baseplate Bearing: Bearing Required: Bear= 2466 lb Allowable Bearing: Bear-A 44200 lb T Beam Shear Calculations(One Way Shear): 3in Beam Shear: Vul = 430 lb Allowable Beam Shear: Vc1 = 9000 lb Punching Shear Calculations(Two Way Shear): 1.6 ft Critical Perimeter: Bo 41 in Punching Shear: Vu2= 1763 lb Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Live Load: PL 1063 lb Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Dead Load: PD 638 lb Controlling Allowable Punching Shear: vc2 38438 lb Total Load: PT 1701 lb Bending Calculations: Ultimate Factored Load: Pu 2466 lb Factored Moment: Mu= 5919 in-lb Nominal Moment Strength: Mn 85594 in-lb Reinforcement Calculations: Concrete Com p ressive,Block Depth: a 038 in Steel Required Based on Moment: As(l)= 0.03 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.38 in2 Controlling Reinforcing Steel: As-reqd= 0.38 in2 Selected Reinforcement: #4's @ 12.0 in.o.c.e/w(2)Min. Reinforcement Area Provided: As= 0.39 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup 6.6 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES ANCHORPANEL PERIMETER FOUNDATION SYSTEM - ALLOWABLE LOADS DRAFT LOAD TABLE- FOR ICC-ER(ICBO-ER) FILE#01-05-15 APPLICATION IN PROGRESS TABLE 1 -ALLOWABLE AXIAL LOADS DESIGN LOADS -AXIAL ONLY 12 3 MAXIMUM MAXIMUM PANEL HEIGHT 6 AXIAL LOAD (inches) (pif) 48 6566 72 5000 100 3433 TABLE 2-ALLOWABLE COMBINED LOADS DESIGN LOADS FOR FOUNDATION-WALLS,AXIAL LOADS COMBINED WITH SHEAR/RACKING MAXIMUM MAXIMUM SHEAR/RACKING LOAD FROM WIND OR SEISMIC FORCES (pIfl rigio PANEL AXIAL WOOD SPECIES OF G =0.35 WOOD SPECIES OF G =0.42 WOOD SPECIES OF G 0.49 7 HEIGHT 6 LOAD 2 3 4 NORMAL + 50% + 100% NORMAL +50% + 100% NORMAL +50% + 100% 8 (Inches) (plf) 2Lags/Ft. 3Lags/Ft. 4Lags/Ft. 2Lags/Ft. 3Lags/Ft. 4Lags/Ft. 2Lags/Ft. 3Lags/Ft. 4Lags/Ft. 9 72 2000 597 895 1240 822 1233 1240 882 1240 1240 72 3000 597 850 850 822 850 1 850 850 850 48 3000 597 895 1588 822 1233 1 1644 1 882 1323 1 17301 i These allowable loads are based upon Allowable Stress Design(ASD) loads. No design load reduction or allowable load increase is permitted for use with these allowable loads. 2 Allowable loads are not to exceed local soil allowable bearing values. 3 Axial loads combined with backfill equivalent to 30"high maximum fluid pressure of 40 pcf, or 24"high maximum of 64 pcf. 4 This is a maximum axial allowable load in combination with allowable shear and backfill loads.Where the enforced Model Code permits,the live and snow load portions of the design axial load combinations may be reduced 25%maximum. May use TABLE 1 for any panels with gravity loading.only(panels not required for shear/racking resistance). s These allowable loads are for Model Codes that permit a 25% reduction of transient design loads, or a 33%allowable stress increase.Where the local code does not allow either of these adjustments,these allowable loads must be reduced by 25%. 6 Panel Height is the total height including 4.5"embedment into concrete. Net panel height is 4.5"less than these values. 7 Minimum species density factor of member accepting lag screws from panels. G of 0.49 includes DF-Larch, 0.42 includes Hem-Fir and Spruce-Pine-Fir, and 0.35 includes Redwood and Cedar. 8 This indicates the number of lag screws per lineal foot of attached panel: "NORMAL"=2; "+50%"=3; "+100%"=4. 9 A 0.25"diameter by 2"long lag screw, minimum. Must be standard"full body"diameter dimension per NDS. Fasteners are assumed to be loaded parallel to wood grain, a 33%reduction must be taken for perpendicular loading. Any other fastening or connection design must be shown by rational analysis to meet the required loadings. 10 Seismic force design factors are as follows: Under the 2005 through 2010 ASCE-7 table 12.2-1, R=6.5, Oo=3, Cd 4