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HomeMy WebLinkAbout1114 Georgiana Street Address: 1114 Georgiana Street PREPARED 2/12/14, 12:27:29 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/12/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 1114 GEORGIANA ST SUBDIV: CONTRACTOR PARKER DEVELOPMENT NW INC PHONE : OWNER TATE BUILDING LLC PHONE : (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- APPL NUMBER: 13-00000525 COMM REMODEL ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --- ------ -------------------------------------------------------------------------- BL99 02 2/10/14 JLL BLDG FINAL 2/11/14 DA February 10, 2014 9:32:05 AM pbarthol. February 11, 2014 8:45:59 AM jlierly. Finish hand rail in stair well/ tacttile signage required/grab bars in north west restroom/jll BL99 03 2/12/14 L BLDG FINAL February 12, 2014 9:42:04 AM pbarthol. Paul 760-250-5312 Call 1st to make sure Fire has completed their inspection. -------------------------------------- COMMENTS AND NOTES ---------------- r� - PREPARED 12/05/13, 10:15:13 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/05/13 -----------------—----------------------------------------------------—-----------—--------- ADDRESS . : 1114 GEORGIANA ST SUBDIV: CONTRACTOR PARKER DEVELOPMENT NW INC PHONE : OWNER TATE BUILDING LLC PHONE : (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- APPL NUMBER: 13-00000525 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT= BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------—-------—-—-----------------—----------—---------------------------------—-——-- BLRI 01 10/14/13 JLL BLDG REBAR INSPECTION 10/14/13 AP October 14, 2013 8:20:38 AM pbarthol. Paul 760-250-5312 October 14, 2013 4:00:02 PM jlierly. BLRI 02 10/17/13 JLL BLDG REBAR INSPECTION 10/17/13 AP October 17, 2013 9:29:31 AM pbarthol. Paul 760-250-5312 •x :t« +«•xa ++ pM + w•w+:txx++•+x+• + x:r October 17, 2013 11:42:46 AM jlierly. Stem wall for elevator shaft/jll BL3 01 12/t( JLL BLDG BLDG FRAMING December 5, 2013 9:53:16 AM pbarthol. Paul 760-250-5312 ------------------------------------------------------------------------------------------------ PERMIT= PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------ --------------------------------------------- PL1 01 10/07/13 JLL PLUMBING UNDER SLAB 10/07/13 AP October 7, 2013 8:58:19 AM pbarthol. Paul 760-250-5312 Call Rick with H2O plumbing 1/2 hr ahead so he can meet you there. 460-5467 October 7, 2013 4:07:30 PM jlierly. y PL2 01 12/0 /13 JLL PLUMBING ROUGH-IN 1 / December 5, 2013 9:53:54 AM pbarthol. ¢— Paul 760-250-5312 -------------------------------------- COMMENTS AND NOTES -------------------------------------- VIA ----------------------------------- J� IV �v _JCCEVALUATIOWZ' e- i ICC-ES Evaluation Report ESR-1231 Reissued February 1, 2012 This report is subject to renewal March 1, 2014. www.icc-es.org 1 (800) 423-6587 ( (562)699-0543 A Subsidiary of the International Code Council° DIVISION: 09 00 00—FINISHES 4.2 One-hour Nonload-bearing Fire-resistance-rated Section:09 29 10—Gypsum Board Accessories Assembly: REPORT HOLDER: The construction consists of minimum 0.0185-inch-thick s (0.46 mm), 3/8-inch-deep (92 mm) steel studs and tracks EZ TAPING SYSTEMS,dba ALL PRODUCTS LLC or 2-by-4 wood studs faced on both sides with 5/8-inch-thick POST OFFICE BOX 11263 (15.9 mm), Type X gypsum wallboard. Studs are spaced a GREEN BAY,WISCONSIN 54307-1263 maximum of 24 inches(610 mm)on center. The wallboard (920)965-0423 is erected vertically or horizontally and attached to studs www.eztapingsystem.com and tracks with 11/2-inch-long (38 mm), Type S drywall screws for steel studs, or Type W drywall screws EVALUATION SUBJECT: for wood studs, spaced 8 inches (203 mm) on center on vertical edges and 12 inches (305 mm) on center on top EZ TAPING SYSTEM "FIRE TAPE" DRYWALL TAPE and bottom edges and in the field. The wallboard panels must be tightly butted, with all joints blocked. Joints must 1.0 EVALUATION SCOPE be centered on the stud face and staggered one stud on opposite faces of the assembly. The Fire Tape wallboard Compliance with the following codes: tape is applied to the wallboard joints in accordance with ■ 2006 International Building Code®(IBC) Section 4.1. Fasteners shall be treated with approved joint tape or joint compound. ■ 2006 International Residential Code®(IRC) 5.0 CONDITIONS OF USE ■ 1997 Uniform Building CodeTM (UBC) The EZ Taping System described in this report complies Property evaluated: with, or is a suitable alternative to what is specified in, Fire resistance those codes listed in Section 1.0 of this report, subject to 2.0 USES the following conditions: 5.1 The tape is manufactured, identified and installed in The assembly described in Section 4.2 of this report can accordance with this report and the manufacturer's be used where a one-hour nonload-bearing fire-resistance- instructions. rated steel- or wood-framed assembly is required by Chapter 7 of the IBC, Section R317 of the IRC or Chapter 5.2 The tape is applied to tightly butted joints of nonload- 7 of the UBC. When used in this assembly, the EZ Taping bearing one-hour fire-resistive assemblies as System Fire Tape is an alternative to the joint treatment described in Section 4.2. required by IBC Section 2508.4, IRC Section R702.3.1 and 6.0 EVIDENCE SUBMITTED UBC Section 2511.5. 3.0 DESCRIPTION 6.1 Reports of tests in accordance with ASTM E 119, C 474 and C 475, and the ICC-ES Acceptance . The EZ Taping System Fire Tape is a self-adhesive, Criteria for Adhesively Attached Drywall Tape fiberglass-reinforced, paper drywall tape. The tape is 1.9 (AC119),dated July 1996. inches (48 mm)wide and comes in rolls 250 feet (76.2 m) 6.2 A quality control manual. long. 4.0 INSTALLATION 7.0 IDENTIFICATION 4.1 General: Each roll of tape is marked with the manufacturer's name (EZ Taping System) and the evaluation report number The tape is applied directly to vertical or horizontal joints of (ESR-1231). In addition, each package of product contains gypsum wallboard panels. The tape must be wiped down installation instructions, limitations on use and a plastic with a 3-inch (72 mm) plastic blade provided by the knife for use in applying the tape. manufacturer or with an equivalent instrument to apply sufficient pressure to establish full contact between the tape and drywall. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a rcconn iendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as 9:'t to any finding or other matter in this report,or as to any product covered by the report Copyright©2012 Page 1 of 1 I t ( � G.U.lq a., ) r PREPARED 12/12/13, 10:11:52 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/12/13 -----—-—--------------—--------------------------—-------------------------------—---—---- ADDRESS 1114 GEORGIANA ST SUBDIV: CONTRACTOR PARKER DEVELOPMENT NW INC PHONE : OWNER TATE BUILDING LLC PHONE : (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- APPL NUMBER: 13-00000525 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLRI O1 10/14/13 JLL BLDG REBAR INSPECTION 10/14/13 AP October 14, 2013 8:20:38 AM pbarthol. Paul 760-250-5312 October 14, 2013 4:00:02 PM jlierly. BLRI 02 10/17/13 JLL BLDG REBAR INSPECTION 10/17/13 AP October 17, 2013 9:29:31 AM pbarthol. Paul 760-250-5312 AM ...+.max: : +:e : « October 17, 2013 11:42:46 AM jlierly. Stem wall for elevator shaft/jll BL3 01 12/05/13 PB BLDG FRAMING 12/06/13 DA December 5, 2013 9:53:16 AM pbarthol. Paul 760-250-5312 December 6, 2013 9:14:34 AM pbarthol. electrical rough needs to be approved prior to frame rough. needs mechanical permit for heat pumps. BLDR O1 12/12/13 JLL BLDG DRYWALL IBWP December 12, 2013 9:59:52 pbarthol. shaft elevator shaft tape inspection Paul 760-250-5312 -------------------------------- COMMENTS AND NOTES ------------------------------------ PREPARED 2/10/14, 9:55:05 INSPECTION TICKET PAGE 3e CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/10/14 ADDRESS : 1114 GEORGIANA ST SUBDIV: CONTRACTOR PARKER DEVELOPMENT NW INC PHONE OWNER TATE BUILDING LLC PHONE (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- ---- NUMBER: 13-00000525 COMM REMODEL ------'--------------'------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------------------------------------------------------------------- BL99 02 2/10/14 BLDG FINAL February 10, 2014 9:32:05 AM pbarthol. •O„ M1(TSS ---------------------- - -------------------------------------------------------------------- PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION - TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 10/07/13 JLL PLUMBING UNDER SLAB 10/07/13 AP October 7, 2013 8:58:19 AM pbarthol. Paul 760-250-5312 Call Rick with H2O plumbing 1/2 hr ahead so he can meet you there. 47 7, 201 October 7, 2013 4:07:30 PM jlierly. /� ^ PL2 01 12/05/13 PB PLUMBING ROUGH-IN /1/✓� 12/06/13 DA December 5, 2013 9:53:54 AM pbarthol. V_ Paul 760-250-5312 December 6, 2013 9:14:34 AM pbarthol. fL electrical rough needs to be approved prior to frame rough. needs mechanical permit for heat pumps. PL2 02 12/27/13 PB PLUMBING ROUGH-IN 12/27/13 AP December 27, 2013 9:59:58 AM pbarthol. Paul 760-250-5312 December 30, 2013 10:27:57 AM pbarthol. PL99 01 2/07/14 PB PLUMBING FINAL 2/10/14 DA February 7, 2014 11:23:34 AM pbarthol. February 10, 2014 8:39:32 AM pbarthol. not ready. PL99 02 2/10/14 J L PLUMBING FINAL February 10, 2014 9:32:16 AM pbarthol. -------------------------------------- COMMENTS AND NOTES -------------------------------------- - ;. CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 13-00000525 Date 9/27/13 Application pin number . . . 332575 Property Address . . . . . . 1114 GEORGIANA ST i ASSESSOR PARCEL NUMBER: 06-30-00-8-1-0414-0000- REPORT SALES TAX Application type description COMM REMODEL on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . COMMERCIAL OFFICE (Location Code 0502) Application valuation 632000 Application desc REMODEL FOR NEW CLINIC ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ TATE BUILDING LLC OWNER 1800 BLANKENSHIP RD STE 200 WEST LINN OR 97068 (503) 742-1942 ---------------------------------------- ------------------------------------ Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . REMODEL FOR NEW CLINIC Permit Fee . . . . 3887.25 Plan Check Fee 2526.71 Issue Date . . . . 9/27/13 Valuation . . . . 632000 Expiration Date 3/26/14 Qty Unit Charge Per Extension BASE FEE 3260.25 132.00 4.7500 THOU BL-500,001-1M (4.75 PER K) 627.00 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc PLUMBING FOR CBOC Permit Fee . . . . 330.00 Plan Check Fee .00 Issue Date . . . . 9/27/13 Valuation 0 Expiration Date 3/26/14 Qty Unit Charge Per Extension l BASE FEE 50.00 22.00 7.0000 EA PL-PLUMBING TRAP 154.00 9.00 7.0000 EA PL-WATER LINE 63.00 Q 9.00 - 7.0000 EA PL-DRAIN VENT PIPING 63.00 ------------- --------------------------------------- Special Notes and Comments May 22, 2013 11:47:39 AM tamiot. Electrical permit will be required. Electrical load calculations will be required including electrical .demand calculations. If electrical service is required to be upgraded any cost associated with upgrades to the city electrical systems is required to be paid by the owner prior to work taking place. See city electrical service guidelines for additional information. May 22, 2013 8:26:50 AM rbecker. The new remodel will need to be inspected, to determine where the water will be serving. This will determine if 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:inspectiohs have not been requested within 180 days from the C 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 th f any state or local law regulating construction or the performance of construction. Date 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 Stemwall 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 b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace!FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Tooting/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit % CITY OF PORT ANGELES ►i DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT-BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 13-00000525 Date 9/27/13 Application pin number . . . 332575 ' --------------------- ---------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form there is need any more backflows. If you have any questions call Ron Becker at 360/417/4886, to the City of Port Angeles fax: 360/452/4972, or E-mail: rbecker@cityofpa.us (Location Code O$O2) Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72. Owner is responsible for ongoing fire sprinkler system inspection and testing per the current addition of NFPA 25. Call for cover inspection for all sprinkler installations. This project will require seperate permit and fire sprinkler plans for review. May 20, 2013 11:15:52 AM kdubuc. Fire alarm system must be extended to an approved offsite alarm monitoring faciltiy. September 27, 2013 11:51:51_AM sroberds. Although the bldg provides space for several providers, the occupant's representative stated that a maximum of 3 providers will be on site at any. time. The site provides 24 on site parking spaces and can support up to 4 service providers at a time. Public works Utility Engineering has no requirements for this plan review. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 4217.25 4217.25 .00 .00 Plan Check Total 2526.71 2526.71 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 6748.46 6748.46 .00 .00 Separate Permits are required forelectrical 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:Inspe'ctions 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. Date 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 Stemwall 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 b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/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 THE NGELES For City Use CITY OF A Permit# SaS W A S H I N G T 0 N , U . S . Date Received: 15111flis 321 East SlhStreet Port Angeles, WA 98362 Date Approved P: 360-417-4817 F: 360-417-4711 permits9cityofpa.us Building Permit Application Project Address: Main Contact: Phone # *5-,;-1 - (,,I) !,�7 i5 S m —n� E-Mail: ZIC'*A�074 Apvl4� , C" Property Name Phone �&D Owner Mailing Address Email city State Zip Contractor Name aL Phone Mailing Address Email city State Zip Contractor.License # C?Ae-4b tJ 0-12-L:7 Expiration: Project Value: Zoning: Tax Parcel # Lot# $ 49 :32 1 000 Type of Residential El Commercialy Industrial 0 Public El Permit Demolition 11 Fire El Repair El Reroof(tear off/lay over) ❑ For the following,fill out both pages of permit application: New Construction El Remodel 117f Addition El Tenant Improvement El Mechanical ❑ Plumbing 1:1 Other 1:1 Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes 9 No El Project 12 5:m Description 6,44�, o' N YW b-Xf-ri! r2z�- k,,/" Jai ro I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature Residential Structures For Office Use -Area Description (SQ FT) Existing Proposed $$value Basement" First Flood `* ; Second Flop � ;w � A 5 Covered Deck/Porch/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) -1 Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT) of all Structures: Lot Size:, %Lot Coverage SQ FT Site coverage (all impervious+ %Site Coverage structures 1 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 #of Outlets: Appliance Vent . # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # e) �j Fuel gas piping #of Outlets: Pfi Water Heater # Medical gas piping #of Outlets: Water Line # 9 Vent piping # jr Sewer Line # Industrial waste pretreatment # interceptor Other(describe): 1 T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX BIOHAZARD I Ci MED MEC)❑ ST PT L TELE 14LT14 TELE 14LT14 DIETITIAN A I UARM -r- UTILITY EXAM 01 ED DIRTY JAN 4m 111' DOOM POM MJIVATM 1 t CIS rEXAM 52 EXAM 04 M14 a pr TEAM 9 EXAM 01 MJIVATM 1E:j -------- lraL 93 EXAM IS EXAM B 8G ip HN TEAM 42 mw =.hdol dl TELE ww C3 9 '701 ci COPMRAIAIL PECEPTION 14LT1U10MANS4 MED ft EXAM SECURITY MEP 'am.i.wm ► ilk L 9 all I moor, WAITING ROOM LA 5 V-TL HM810MAM AT MKINWO OF MULPM & C;pn i ; tH "Cbw CLEAN AVZM=T0VMWfWWaff UTILITY : i : : : 4. M91mom MULCH Llswrm am MAL HAW= SECWMY 79M TO rplovin LAY= 96 @§CWWrT MAI TO PWVM LAYOW PAN com rm doct9w arwrl" G, FIROV06 WW OOLLAFM AT e OF =off" PAINOO Lm By GCWA" a PPl0VM leu NWHM AT ALL WbVOM IM TL ;=O��WIMS AT GPWUW 93 93 0 13 amwm FIRST FLOOR PLAN GC"V4 .r-W ADMIN. TRANI ER NURSE wow RDOM MGR BREAK ROOM ixi "ATOM ADMIN. -------------- OFFICE 2 OCC -------- CONFERENCE STOAGE TRAVELER/ ATTIC AND OCCA61ONAL MEC+L SPACE OFFICE "mum OFFICE R a W-Vv W-cr all I ADMIN. STORAGE 2 OCC WBFIC CC&4T 1-0 ra OPTION TWO SECOND FLOOR PLAN LINDBE 'f 'SMITH A R C H I ° 2 C T S C S September 17, 2013 °/n, EP 2 °pP a Jim Lierly City of Port Angeles Community & Economic Development Port Angeles, WA 98362 RE: Parker Development, 1114 East Geor lana p � 9 Dear Jim: The Parker Development project located at 1114 East Georgiana Street is going to be used as medical office for the veterans group. There are two items in questions the first the number of parking stalls and the energy calculations. The existing parking for this building has (22) parking stalls on site. We are proposing to have a total of (24) parking stalls. The medical staff to be in the building at one given time includes the following. (1) Doctor (1) Nurse Practitioner (1) Mental Health Doctor/Nurse Practitioner (2) Staff— receptionist and accounting The parking requires we have (6) stalls per Doctor/Nurse Practitioner, so requiring (24) parking stalls. The existing building envelope is not being increased and no new windows are being added. We are adding one solid core door, but we are removing a pair of French doors and two windows. The existing building has an R-10 insulated slab, R-21 walls and R-38 ceiling and these are to be maintained. If you have any additional questions, please contact me. • Respectfully, LINDBERG & SMITH ARCHITECTS,INC.,P.S. �y Charles S ith, Architec 319 south peabody suite b/port angeles wa 98362/360.452.6116 fax 360.452.7064 email contact@lindarch.com/www.lindarch.com CD N # FjN 4:+ Ln ° �( L s r wa ell , � r ' v a /I Y . '•.s.^Air+` t"'��%r e �°. e " �4-'... a •r .� � romt� M r A 4 s t w r NV�� w�.. 4 Al �° rx , 00 ?frs. 7 f <°a N � y�, co theupsstore.com Email - store2889(atheupsstore.com Page 1 of 1 From: Younkin, Joella A. (Portland) fmailto Joel la.Younkin(cbva.govl Sent: Thursday, September 26, 2013 11:11 AM To: Jeff Parker Cc: Paul Price Subject: Parking vs Providers... Currently the North Olympic Peninsula has 1 provider working at a time (IE: NP, MD, PA). The 3 year goal is to have 3 providers working at a time. The clinic was designed based on the PCMH Model, meaning 1 provider = 2 exam rooms. Sincerely, JoElla Younkin NCO 20 Realty Specialist Leasing Team (Real Property Leasing) Serving WA, OR, AK, ID Network Contracting Office (NCO) 20 Acquisition Division U.S. Department of Veterans Affairs Office: 360.852.9894 Fax: 360-553-7607 ioella.vounkinCo)va.gov "INTEGRITY,COMMITMENT,ADVOCACY,RESPECT,AND EXCELLENCE—these are our goals." As our client,please take a few moments and let us know how we did by completing the attached survey< http.Ylsurvey.htm.va.aovlPerseuslse.ashx?s=7FDA9EA764FE9DSI>. NCO 20 Contracting Customer Service Website: http://vaww.pclo.infoshare.va.gov/PCLO/AW I/SAOW/V20/customer/default.aspx https:Hwebmail.nostoffice.net/tol/Messaize/623 V SELKH/PrintPreview?0=73 8RiARizI688... 9/27/2013 Patrick Bartholick From: Patrick Bartholick Sent: Thursday, September 26, 2013 4:08 PM To: 'matthewshepardson@va.gov' Subject: Port Angeles CBOC Good Afternoon, I am looking for information regarding the new CBOC to be located at 1114 Georgiana Street Port Angeles, WA 98362. There are questions regarding the number of doctors/medical professionals/lab personnel/security...that will staff this facility.The information we have been given indicates there will be: (1) Doctor (1) Nurse Practitioner (1) Mental Health Doctor/Nurse Practitioner (2) Staff—receptionist and accounting The plans for the facility show what appears to be enough exam rooms/office space/lab space...to accommodate a much larger staff.The City's parking requirements are based on staffing and we want to be sure adequate off street parking is provided to ensure the VA can maximize the uses this facility can offer. We look forward to working with you on this project to ensure its success. Pat Bartholick City of Port Angeles Department of Community and Economic Development 321 E 5th Street P.O.Box 1150 Port Angeles,WA 98362 Office: 360-417-4712 Fax: 360-417-4711 pbartholick(@Cityofpa.us 1 Incident report—phone call from Jeff Parker p Mr. Parker is the owner of a building located at 411 Georgiana Street in Port Angeles. He is doing a remodel of the building, which was a medical office to an office for the VA. Indicates it is adding an elevator and some additional electrical work, but most is cosmetic painting etc. He obtained his building and electrical permit; has a licensed electrical contractor doing the elect. Work. He had an elect. Inspection for the work was completed by Trent, City's Elect. Inspector. It passed. Now he is told he must change out all the wiring in the building, and he places a price on the of over$100,000; would have to tear out all the insulation in the walls, sheetrock, electrical panel, etc. He had a move in date in Dec. for the VA and may lose his contract with them. He does not know why the electrical inspector now changes his mind. He said his electrical contractor disagrees with the city and the city's interpretation of the electrical code. And Why was this not brought to his attention earlier. He is not changing the use of the building, still commercial; it was a commercial medical use and will be a commercial use for the VA. The building was built in 2000 so the wiring should be OK or at least grandfathered. The city approved the wiring at that time. He is angry and does not want to get an attorney but trying to resolve this with the city first. He kept asking why was this not brought to his attention earlier and now the work is done ready to occupy. Jeff Parker, in Oregon; phone 503807-8852 Date of call: November 26, 2013 10:45 am Notes from Bob Coons 4 57, -O s1'-o' GEORGIANA STREET l~U 8 y.l a OC a yypn pp I I NEW t•TALLe@CWM W I I I °� r-1 PROVIDE NEW AW%L T Q j i PA%IM AND ETPoPPM6 I I FOR NW PAilGNG AREA I IDELL4LK OVER GRAVEL MAN EXMTMO AIV CIEm EXITING BUILDING GLM OVER GRAGRANML E -g• j j RTM Y-W X'-C x 4-WCGNCPWM O n NPA ATS R O e a e a EON WAY-NORM VERT.'____ ___ ____ ____ ____________ _-_� ___-_----- _________________- &TM 14 r-MOP ALLEY I i LIND�E A R C H I L T S ' 319 s.peabody,suite b;port angeles,wa 98362 i 360.452.6116/fax 360.452.7064 Pio ect:.- ProiectNo. .. . -. _ . SUbLect ( -1 ti By: Date: "' �e1 Sheet } of 'i _ d peva �quj _ 1 , 1w i • , I • t i . i LIlVDBERVII'TH A R C H I- C T - & 319 S.Peabody,Suite 13.,Port Angeles,SVA 98362 360.452.6116/fax 360.452.7064 contacU@Imdarcfrcom/www.lindarchcom Project: f t / ` 3s G " _ r' Project No. Subject: T�I'FIflyy,s L. Date:—,LN pi° )L' Sheet of SHEAR WALL SUMMARY W L H V V/L SW VH-WL/2 POST HOLD-DOWN 124 ' 1510 I�o boy �� ` } ��d ! Com- � :� �-�e�o. (� '� •�} �yl S'��•�•e{-�� �"/l UALLOFrrNRZhMgFO/FORMS/SEEAR WAL ctl CC Wil AT 31_911 X 31_911 X 10" CONT INUOU FOOTING WITH NO.4 EIAR5 AT 9" O.C. EACH WAY ------------------ 1� 31_0" X 31_0" X 10" LCC CONTINUOUS FOOTING I I 6' I I Wil WITH NOA 5AR5 AT AT 9" O.C. CN WAY 1 1 I I 1 12 '-32" -32" -I------- -------- -- ----------------------- -------I- --------------- ------- ------- ---------1-- ------I----- ----I------ 3'- CC 1 1 11-t Project:!_ page location:Uniformly Loaded Floor Beam 2 .z , Uniformly Loaded Floor Beam , / [2009 International Building Code(2005 NDS)] - or 3.125 IN x 16.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1.2% StruCalc Version 8.0.100.0 4/10/2013 10:50:00 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.34 IN U465 Dead Load 0.07 in Total Load 0.40 IN U388 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 7150 Ib 7150 Ib Dead Load 1413 Ib 1413 Ib Total Load 8563 Ib 8563 Ib Bearing Length 4.22 in 4.22 in AM DATA Center Span Length 13 ft A 13ft B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 FLOOR LOADING Camber Required 0.07 Notch Depth 0.00 Side 1 Side 2 Floor Live Load FLL= 80 psf 80 psf MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 15 psf 24F-V4-Visually Graded Western Species Floor Tributary Width FTW= 7 ft 6.8 ft Base Values Ad_ ui sted Wall Load WALL= 0 pif Bending Stress: Fb= 2400 psi Controlled by: BEAM LOADING Fb_cmpr= 1850 psi Fb'= 2384 psi Beam Total Live Load: wL= 1100 plf Cd=1.00 C1=0.99 Beam Total Dead Load: wD= 206 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 11 plf Cd=1.00 Total Maximum Load: wT= 1317 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Controlling Moment: 27831 ft-Ib 6.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -68511b At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 140.09 in3 141.8 in3 Area(Shear): 38.78 in2 51.56 in2 Moment of Inertia(deflection): 906.12 in4 1169.82 in4 Moment: 27831 ft-Ib 28169 ft-Ib Shear: -6851 Ib 9109 lb NOTES I i I i i I I I I I I v page a Location: Loccatiotion: Uniformly Loaded Floor Beam 4 }� Uniformly Loaded Floor Beam _ •. [2009 International Building Code(2005 NDS)] or 3.5 IN x 5.5 IN x 3.0 FT #2-Hem-Fir(North)-Dry Use Section Adequate By:29.5% StruCalc Version 8.0.100.0 4/10/2013 10:50:53 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U1394 Dead Load 0.00 in Total Load 0.03 IN U1171 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1650 Ib 1650 Ib Dead Load 315 Ib 315 Ib Total Load 1965 Ib 1965 Ib Bearing Length 1.39 in 1.39 in BEAM DATA Center Span Length 3 ft aft B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Hem-Fir(North) Floor Live Load FLL= 80 psf 80 psf Base Values Adjusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb'= 1298 psi Floor Tributary Width FTW= 7 ft 6.8 ft Cd=1.00 C/=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= 1100 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 206 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 4 plf Comp.-i-to Grain: Fc-1= 405 psi Fc-1'= 405 psi Total Maximum Load: wT= 1310 plf Controlling Moment: 1474 ft-Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1376 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 13.62 in3 17.65 in3 Area(Shear): 14.23 in2 19.25 in2 Moment of Inertia(deflection): 12.53 in4 48.53 in4 Moment: 1474 ft-Ib 1909 ft-Ib Shear: 1376 lb 1861 Ib NOTES 1 r ,Project: , page Location: Uniformly Loaded Floor Beam 5 Uniformly Loaded Floor Beam [2009 Internbtional Building Code(2005 NDS)] fir,. or 1.75 IN x 11.875 IN x 4.0 FT -- Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 156.8% StruCalc Version 8.0.100.0 4/10/2013 10:52:02 AM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U3283 Dead Load 0.00 in Total Load 0.02 IN U2753 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A_ B Live Load 2480 Ib 2480 Ib Dead Load 477 Ib 477 Ib Total Load 2957 Ib 2957 Ib Bearing Length 2.25 in 2.25 in BEAM DATA Center Span Length 4 ft 4fc B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 Versa-Lam 2800 Fb DF-Boise Cascade Floor Live Load FILL= 80 psf 80 psf Base Values Adiusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 2800 psi Fb'= 2748 psi Floor Tributary Width FTW= 7 ft 8.5 ft Cd=1.00 C1=0.98 CF=1.00 Wall Load WALL= 0 plf Shear Stress: Fv= 285 psi Fv'= 285 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 1240 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Beam Total Dead Load: wD= 233 plf Comp.1-to Grain: Fc-1= 750 psi Fc--L = 750 psi Beam Self Weight: BSW= 6 plf Controlling Moment: 2957 ft-Ib Total Maximum Load: wT= 1479 plf 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1538 Ib At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 12.91 in3 41.13 in3 Area(Shear): 8.09 in2 20.78 int Moment of Inertia(deflection): 26.78 in4 244.21 in4 Moment: 2957 ft-Ib 9417 ft-Ib Shear: 1538 Ib 3948 lb NOTES -T-1 \ \ \ \ IT Z \ a--------- SERIES 32. PLUS/ 11.815 ir--------- JOISTS AT 16" O.C. I I ` ' I \ � i I i ' X LL 11 � i I x NEW NEW/ `r\SII NEW 5 1/2 X 19 1/2 ; 5%1/2 X 19 1/2 c i CRL5 ;, SLB — ; GL5 X12 DF 0.2 PROVIDE NEW 4X6 DF POST WITH SIMPSON CCro4 POST CAP TYPICAL FOR (2) LOCATIONS t page Project: :• / Location: Floor Joist 1 Floor Joist [2009 Intembtional Building Code(2005 NDS)] ' or SERIES 32 Plus/11.875-Louisiana Pacific x 14.0 FT @ 16 O.C. Section Adequate By:9.4% Controlling Factor:End Reaction StruCalc Version 8.0.100.0 4/9/2013 8:46:13 AM LOADING DIAGRAM DEFLECTIONS Center Live Load 0.31 IN U550 Dead Load 0.06 in Total Load 0.36 IN U463 Live Load Deflection Criteria: 0480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 747 Ib 747 Ib Dead Load 140 Ib 140 Ib Total Load 887 Ib 887 Ib Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center pan B Span Length 14 ft A Unbraced Length-Top 0 ft Unbraced Length_Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. JOIST LOADING Floor Duration Factor 1.00 Uniform Floor Loading Center I-JOIST PROPERTIES Live Load LL= 80 psf SERIES 32 Plus/11.875-Louisiana Pacific Dead Load DL= 15 psf Base Values Adiusted Total Load TL= 95 psf Moment Cap: Mcap= 4690 ft-Ib Mcap'= 4690 ft-Ib TL Adj.For Joist Spacing wT= 126.7 pif Cd=1.00 Shear Stress: Vcap= 1350 Ib Vcap'= 1350 Ib Cd=1.00 End Reaction: Rcap= 970 Ib Rcap'= 970 Ib Cd=1.00 w/web stiffeners: RcapWS= 1275 Ib RcapWS'= 1275 Ib Cd=1.00 Interior Reaction: IRcap= 2235 ib IRcap'= 2235 Ib Cd= 1.00 w/web stiffeners: IRcapWS= 2525 Ib IRcapWS'= 2525 Ib Cd=1.00 E.I.: EI= 406 Ib-in2 EI'= 406 Ib-int Controlling Moment3103 ft-Ib 7.0 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -887 Ib 14.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.1.: 354 in2-Ib E6 406 in2-Ib xE6 Moment: 3103 ft-Ib 4690 ft-Ib Shear: -887 lb 13501b NOTES page {project: / Location: Uniformly Loaded Floor Beam 1 3 Uniformly Loaded Floor Beam y a^s .., of [2009 Interriational Building Code(2005 NDS)] 1.5 IN x 11.25 IN x 3.0 FT #2-Hem-Fir(North)-Dry Use Section Adequate By:245.4% StruCalc Version 8.0.100.0 4/9/2013 8:48:10 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN U8417 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 840 Ib 840 Ib Dead Load 163 Ib 163 Ib Total Load 1003 Ib 1003 Ib Bearing Length 1.65 in 1.65 in BEAM DATA Center 3 ft Span Length 3 ft B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Hem-Fir(North) Floor Live Load FLL= 80 psf 40 psf Base Values Adiiusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb'= 985 psi Floor Tributary Width FTW= 7 ft 0 ft Cd=1.00 C1=0.99 CF=1.00 Wall Load WALL= 0 plf Shear Stress: Fv= 145 psi Fv'= 145 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 560 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 105 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 3 plf Comp.-L to Grain: Fc-1= 405 psi Fc-1'= 405 psi Total Maximum Load: wT= 668 plf Controlling Moment: 752 ft-Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -3811b At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 9.16 in3 31.64 in3 Area(Shear): 3.94 in2 16.88 int Moment of Inertia(deflection): 6.38 in4 177.98 in4 Moment: 752 ft-Ib 2597 ft-Ib Shear: -381 Ib 16311b NOTES i page Project: Location: Uniformly Loaded Floor Beam 2 F£ / Uniformly Loaded Floor Beam ' [2009 International Building Code(2005 NDS)] or 3.125 IN x 13.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 12.6% StruCalc Version 8.0.100.0 4/9/2013 8:49:54 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.31 IN U500 Dead Load 0.13 in Total Load 0.44 IN U353 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3640 Ib 3640 Ib Dead Load 1522 Ib 1522 Ib Total Load 5162 Ib 5162 Ib Bearing Length 2.54 in 2.54 in BEAM DATA Center Span Length 13 ft A 13ft B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Camber Adj. Factor 1.5 FLOOR LOADING Camber Required 0.2 Side 1 Side 2 Notch Depth 0.00 Floor Live Load FLL= 80 psf 40 psf MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 15 psf 24F-V4-Visually Graded Western Species Floor Tributary Width FTW= 7 ft 0 ft Base Values Adjusted Wall Load WALL= 120 plf Bending Stress: Fb= 2400 psi Controlled by: BEAM LOADING Fb_cmpr= 1850 psi Fb'= 2387 psi Beam Total Live Load: wL= 560 plf Cd=1.00 C1=0.99 Beam Total Dead Load: wD= 225 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 9 plf Cd=1.00 Total Maximum Load: wT= 794 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc--1-= 650 psi Fc--I-'= 650 psi Controlling Moment: 16776 ft-Ib 6.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 4336 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 84.33 in3 94.92 in3 Area(Shear): 24.54 in2 42.19 in2 Moment of Inertia(deflection): 461.3 in4 640.72 in4 Moment: 16776 ft-Ib 18883 ft-Ib Shear: 4336 lb 7453 lb NOTES page Location: Uniformly Loaded Floor Beam 3 Uniformly Loaded Floor Beam ' of [ 009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2-Hem-Fir(North)-Dry Use StruCalc Version 8.0.100.0 4/9/2013 8:52:11 AM Section Adequate By: 10.9% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.06 IN L11084 Dead Load 0.02 in Total Load 0.08 IN L/794 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1750 Ib 1750 Ib Dead Load 641 Ib 641 Ib Total Load 2391 Ib 2391 Ib Bearing Length 1.69 in 1.69 in BEAM DATA Center 6 ft Span Length 5 ft A B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 1 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES #2-Hem-Fir(North) Floor Live Load FLL= 80 psf 80 psf Base Values Adjusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb'= 1298 psi Floor Tributary Width FTW= 7 ft 1.8 ft Cd=1.00 C1=1.00 CF=1.30 Wall Load WALL= 120 plf Shear Stress: Fv= 145 psi Fv'= 145 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 700 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 251 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 5 plf Comp.-L to Grain: Fc-1= 405 psi Fc-1'= 405 psi Total Maximum Load: wT= 956 plf Controlling Moment: 2988 ft-Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1817 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 27.64 in3 30.66 in3 Area(Shear): 18.8 int 25.38 in2 Moment of Inertia(deflection): 36.91 in4 111.15 in4 Moment: 2988 ft-Ib 3315 ft-Ib Shear: -1817 Ib 2453 lb NOTES � page Project: Location: Uniformly Loaded Floor Beam 4 Uniformly Loaded Floor Beam of [2009 International Building Code(2005 NDS)] 3.5 INx5.5INx3.OFT #2-Hem-Fir(North)-Dry Use Section Adequate By: 115.1% StruCalc Version 8.0.100.0 4/9/2013 8:52:48 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U2739 Dead Load 0.01 in Total Load 0.02 IN U1945 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 840 Ib 840 Ib Dead Load 343 Ib 343 Ib Total Load 1183 Ib 1183 Ib Bearing Length 0.83 in 0.83 in BEAM DATA Center 3 ft Span Length 3 ft B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Hem-Fir(North) Floor Live Load FLL= 80 psf 80 psf Base Values Adjusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 1000 psi Fb'= 1298 psi Floor Tributary Width FTW= 7 ft 0 ft Cd=1.00 C/=1.00 CF=1.30 Wall Load WALL= 120 plf Shear Stress: Fv= 145 psi Fv'= 145 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 560 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 225 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 4 plf Comp.-L to Grain: Fc-1-= 405 psi Fc--L'= 405 psi Total Maximum Load: wT= 789 plf Controlling Moment: 887 ft-Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 828 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 8.2 in3 17.65 in3 Area(Shear): 8.57 int 19.25 int Moment of Inertia(deflection): 6.38 in4 48.53 in4 Moment: 887 ft-Ib 1909 ft-Ib Shear: 828 lb 1861 Ib NOTES page 'Project: L / Location: Uniformly Loaded Floor Beam 5 - Uniformly Loaded Floor Beam ' [ 009 International Building Code(2005 NDS)] 1.75 IN x 11.875 IN x 4.0 FT Versa-Lam 2800 Fb DF-Boise Cascade StruCalc Version 8.0.100.0 4/9/2013 8:54:13 AM Section Adequate By:379.9% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN U7269 Dead Load 0.00 in Total Load 0.01 IN L/5146 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1120 Ib 1120 Ib Dead Load 462 Ib 462 Ib Total Load 1582 Ib 1582 Ib Bearing Length 1.21 in 1.21 in „ . , � . BEAM DATA Center Oft B Span Length 4 ft A Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Versa-Lam 2800 Fb DF-Boise Cascade Floor Live Load FILL= psf 80 psf 15 Base Values Adjusted Floor Dead Load FDL= 15 psf 15 psf Bending Stress: Fb= 2800 psi Fb'= 2748 psi Floor Tributary Width FTW= 7 ft 0 ft Cd=1.00 C1=0.98 CF=1.00 Wall Load WALL= 120 plf Shear Stress: Fv= 285 psi Fv'= 285 psi BEAM LOADING Cd=1.00 Beam Total Live Load: wL= 560 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Beam Total Dead Load: wD= 225 plf Comp.-L to Grain: Fc-1= 750 psi Fc- L'= 750 psi Beam Self Weight: BSW= 6 plf Total Maximum Load: wT= 791 plf Controlling Moment: 1582 ft-Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -823 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 6.91 in3 41.13 in3 Area(Shear): 4.33 int 20.78 int Moment of Inertia(deflection): 12.09 in4 244.21 in4 Moment: 1582 ft-Ib 9418 ft-Ib Shear: -823 lb 3948 lb NOTES ' page Project: / Location: Uniformly Loaded Floor Beam 6 Uniformly Loaded Floor Beam [2009 Interhational Building Code(2005 NDS)] or 3.125 INx13.5INx10.OFT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 12.7% StruCalc Version 8.0.100.0 4/9/2013 9:12:42 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.20 IN U603 Dead Load 0.06 in Total Load 0.26 IN U459 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 5100 Ib 5100 Ib Dead Load 1602 Ib 1602 Ib Total Load 6702 Ib 6702 Ib Bearing Length 3.30 in 3.30 in BEAM DATA Center Span Length 10 ft toe B Unbraced Length-Top 1.33 ft Floor Duration Factor 1.00 Camber Adj.Factor 1.5 FLOOR LOADING Camber Required 0.09 Side 1 Side 2 Notch Depth 0.00 1 Floor Live Load FLL= 80 psf 80 psf MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 15 psf 24F-V4-Visually Graded Western Species Floor Tributary Width FTW= 8.5 ft 4.3 ft Base Values Adjusted Wall Load WALL= 120 plf Bending Stress: Fb= 2400 psi Controlled by: BEAM LOADING Fb_cmpr= 1850 psi Fb'= 2387 psi Beam Total Live Load: wL= 1020 plf Cd=1.00 C1=0.99 Beam Total Dead Load: wD= 311 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 9 plf Cd=1.00 Total Maximum Load: wT= 1340 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Controlling Moment: 16755 ft-Ib 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -5228 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 84.23 in3 94.92 in3 Area(Shear): 29.59 in2 42.19 in2 Moment of Inertia(deflection): 382.44 in4 640.72 in4 Moment: 16755 ft-Ib 18883 ft-Ib Shear: -5228 Ib 7453 lb NOTES ' page Project: Location: Location:Combination Roof And Floor Beam 7 Combination Roof And Floor Beam :' [2009 International Building Code(2005 NDS)] °f 3.125 IN x 13.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 18.3% StruCalc Version 8.0.100.0 4/9/2013 9:48:48 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.20 IN U604 Dead Load 0.09 in Total Load 0.29 IN U419 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 5094 Ib 5094 Ib Dead Load 2242 Ib 2242 Ib Total Load 7336 Ib 7336 Ib Bearing Length 3.61 in 3.61 in BEAM DATA CenterT7777 Span Length 10 ft 10ft B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj. Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0.09 Roof Dead Load RDL= 15 psf 15 psf Notch Depth 0.00 Roof Tributary Width RTW= 6.8 ft 17 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by: Floor Live Load FILL= 100 psf 40 psf Fb_cmpr= 1850 psi Fb'= 2743 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 C1=0.99 Floor Tributary Width FTW= 4.3 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi I Wall Load WALL= 0 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 594 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 376 plf Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Floor Uniform Live Load: wL-floor= 425 pif Controlling Moment: 18340 ft-Ib Floor Uniform Dead Load: wD-floor= 64 plf g Beam Self Weight: BSW= 9 plf 5.0 ft from left support Combined Uniform Live Load: wL= 1019 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 448 plf Controlling Shear: -5722 Ib Combined Uniform Total Load: wT= 1467 plf At a distance d from support. Controlling Total Design Load: wT-cont= 1467 pif Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 80.24 in3 94.92 in3 Area(Shear): 28.16 int 42.19 in2 Moment of Inertia(deflection): 381.97 in4 640.72 in4 Moment: 18340 ft-Ib 21695 ft-Ib Shear: -5722 Ib 8571 Ib NOTES a ti page .Project: / Location:Combination Roof And Floor Beam 8 Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] °f 3.125 IN x 13.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3.6% StruCalc Version 8.0.100.0 4/9/2013 9:51:07 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.37 IN L/393 Dead Load 0.10 in Total Load 0.47 IN L/306 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 5438 Ib 5438 Ib Dead Load 1540 Ib 1540 Ib Total Load 6977 Ib 6977 Ib Bearing Length 3.44 in 3.44 in BEAM DATA Center Span Length 12 ft i2n B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj. Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0.1 Roof Dead Load RDL= 15 psf 15 psf Notch Depth 0.00 Roof Tributary Width RTW= 6.8 ft 2.5 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by: Floor Live Load FLL= 100 psf 40 psf Fb_cmpr= 1850 psi Fb'= 2743 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 C1=0.99 Floor Tributary Width FTW= 6.8 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load WALL= 0 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 231 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 146 plf Comp. I to Grain: Fc-1= 650 psi Fc- I'= 650 psi Floor Uniform Live Load: wL-floor= 675 plf Floor Uniform Dead Load: wD-floor= 101 plf Controlling Moment: 20932 ft-Ib Beam Self Weight: BSW= 9 plf 6.0 ft from left support Combined Uniform Live Load: wL= 906 plf. Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 257 plf Controlling Shear: 5721 Ib Combined Uniform Total Load: wT= 1163 plf At a distance d from support. Controlling Total Design Load: wT-cont= 1163 plf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 91.58 in3 94.92 in3 Area(Shear): 28.16 int 42.19 in2 Moment of Inertia(deflection): 587.16 in4 640.72 in4 Moment: 20932 ft-Ib 21695 ft-Ib Shear: 5721 Ib 8571 Ib NOTES 1 1 page .Project: / Location:Combination Roof And Floor Beam 9 Combination Roof And Floor Beam : . [2009 International Building Code(2005 NDS)] or 3.125 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:41.5% StruCalc Version 8.0.100.0 4/9/2013 9:52:31 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.15 IN U624 Dead Load 0.04 in Total Load 0.20 IN U487 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3625 Ib 3625 Ib Dead Load 1018 Ib 1018 Ib Total Load 4643 Ib 4643 Ib Bearing Length 2.29 in 2.29 in BEAM DATA Center A7777 Span Length 8 ft eft B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj. Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0.04 Roof Dead Load RDL= 15 psf 15 psf Notch Depth 0.00 Roof Tributary Width RTW= 6.8 ft 2.5 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by: Floor Live Load FILL= 100 psf 40 psf Fb_cmpr= 1850 psi Fb'= 2747 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 C1=1.00 Floor Tributary Width FTW= 6.8 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi I Wall Load WALL= 0 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 231 plf Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 146 plf Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Floor Uniform Live Load: wL-floor= 675 plf Floor Uniform Dead Load: wD-floor= 101 plf Controlling Moment: 9287 ft-Ib Beam Self Weight: BSW= 7 plf 4.0 ft from left support Combined Uniform Live Load: wL= 906 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 255 plf Controlling Shear: 3715 Ib Combined Uniform Total Load: wT= 1161 plf At a distance d from support. Controlling Total Design Load: wT-cont= 1161 plf Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 40.57 in3 57.42 in3 Area(Shear): 18.28 in2 32.81 in2 Moment of Inertia(deflection): 173.97 in4 301.46 in4 Moment: 9287 ft-Ib 13144 ft-Ib Shear: 3715 lb 6666 Ib NOTES 1 ,Project: page Location:Combination Roof And Floor Beam 10 Combination Roof And Floor Beam 02009 International Building Code(2005 NDS)] of 5.5 IN x 9.5 IN x 4.0 FT #2-Hem-Fir(North)-Dry Use Section Adequate By:53.6% StruCalc Version 8.0.100.0 4/9/2013 9:54:20 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/3178 Dead Load 0.01 in Total Load 0.02 IN U2069 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2268 Ib 2268 Ib Dead Load 1214 Ib 1214 Ib Total Load 3482 Ib 3482 Ib Bearing Length 1.56 in 1.56 in BEAM DATA Center Span Length 4 ft aft B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Hem-Fir(North) Roof Tributary Width RTW= 6.8 ft 17 ft Base Values Adjusted Bending Stress: Fb= 675 psi Fb'= 776 psi FLOOR LOADING Cd=1.15 CI=1.00 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 135 psi Fv'= 155 psi Floor Live Load FILL= 80 psf 80 psf Cd=1.15 Floor Dead Load FDL= 15 psf 15 psf Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Floor Tributary Width FTW= 6.8 ft 0 ft Min. Mod.of Elasticity: E_min= 400 ksi E_min'= 400 ksi Wall Load WALL= 120 plf Comp.-L to Grain: Fc--1-= 405 psi Fc--L = 405 psi BEAM LOADING Roof Uniform Live Load: wL-roof= 594 plf Controlling Moment: 3482 ft-Ib Roof Uniform Dead Load: wD-roof= 376 plf 2.0 ft from left support Floor Uniform Live Load: wL-floor= 540 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 101 plf Controlling Shear: -2159 Ib Beam Self Weight: BSW= 10 plf At a distance d from support. Combined Uniform Live Load: wL= 1134 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 607 plf Combined Uniform Total Load: wT= 1741 plf Comparisons with required sections: Read Provided Section Modulus: 53.87 in3 82.73 in3 Controlling Total Design Load: wT-cont= 1741 plf Area(Shear): 20.86 int 52.25 in2 Moment of Inertia(deflection): 45.57 in4 392.96 in4 Moment: 3482 ft-Ib 5347 ft-Ib Shear: -2159 lb 5408 lb NOTES Project: page Location: Combination Roof And Floor Beam 11 / Combination Roof And Floor Beam A [ 009 International Building Code(2005 NDS)] of 5.5 INx9.5INx4.OFT #2-Hem-Fir(North)-Dry Use Section Adequate By:4.9% StruCalc Version 8.0.100.0 4/9/2013 9:57:31 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U1986 Dead Load 0.01 in Total Load 0.03 IN U1414 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 3628 Ib 3628 Ib Dead Load 1469 Ib 1469 Ib Total Load 5097 Ib 5097 Ib Bearing Length 2.29 in 2.29 in BEAM DATA Center Span Length 4 ft Aan B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Hem-Fir(North) Roof Tributary Width RTW= 6.8 ft 17 ft Base Values Adiusted Bending Stress: Fb= 675 psi Fb'= 776 psi FLOOR LOADING Cd=1.15 C1=1.00 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 135 psi Fv'= 155 psi Floor Live Load FLL= 80 psf 80 psf Cd=1.15 Floor Dead Load FDL= 15 psf 15 psf Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Floor Tributary Width FTW= 6.8 ft 8.5 ft Min. Mod.of Elasticity: E_min= 400 ksi E_min'= 400 ksi Wall Load WALL= 120 plf Comp.-1-to Grain: Fc--L= 405 psi Fc--L'= 405 psi BEAM LOADING Roof Uniform Live Load: wL-roof= 594 plf Controlling Moment: 5097 ft-Ib 2:0 ft from left support Roof Uniform Dead Load: wD-roof= 376 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 1220 plf Floor Uniform Dead Load: wD-floor= 229 plf Controlling Shear: 3160 Ib Beam Self Weight: BSW= 10 plf Ata distance d from support. Combined Uniform Live Load: wL= 1814 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 735 plf = Comparisons with required sections: Reo'in3 82.73 in3 Combined Uniform Total Load: wT 2548 plf Section Modulus: 78.86 Provided Controlling Total Design Load: wT-cont= 2548 plf Area(Shear): 30.53 in2 52.25 in2 Moment of Inertia(deflection): 71.22 in4 392.96 in4 Moment: 5097 ft-Ib 5347 ft-Ib Shear: 3160 lb 5408 lb NOTES page ,Project: Location:Combination Roof And Floor Beam 12 / Combination Roof And Floor Beam ' [2009 International Building Code(2005 NDS)] of 5.125 INx19.5INx17.OFT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:30.8% StruCalc Version 8.0.100.0 4/9/2013 10:25:12 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.31 IN U649 Dead Load 0.19 in Total Load 0.51 IN U402 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 8107 Ib 8107 Ib Dead Load 4970 Ib 4970 Ib Total Load 13077 Ib 13077 Ib Bearing Length 3.93 in 3.93 in BEAM DATA Center Span Length 17 ft ��n Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj. Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0.19 Roof Dead Load RDL= 15 psf 15 psf Notch Depth 0.00 Roof Tributary Width RTW= 6.8 ft 17 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adiusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by: Floor Live Load FLL= 80 psf 80 psf Fb_cmpr= 1850 psi Fb'= 2685 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 C1=1.00 Cv=0.97 Floor Tributary Width FTW= 4.5 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load WALL= 120 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 594 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 376 plf Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Floor Uniform Live Load: wL-floor= 360 plf Floor Uniform Dead Load: wD-floor= 68 plf Controlling Moment: 55576 ft Ib Beam Self Weight: BSW= 22 plf 8.5 ft from left support Combined Uniform Live Load: wL= 954 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 585 plf At a distance Shear: -10723 Ib Combined Uniform Total Load: wT= 1538 plf Ata distance d from support. Created by combining all dead and live loads. Controlling Total Design Load: wT-cont= 1538 plf Comparisons with required sections: Read Provided Section Modulus: 248.35 in3 324.8 in3 Area(Shear): 52.78 in2 99.94 int Moment of Inertia(deflection): 1889.28 in4 3166.77 in4 Moment: 55576 ft-Ib 72683 ft-Ib Shear: -10723 lb 20304 lb NOTES 1 1 Rroject: page Location:Combination Roof And Floor Beam 13 / Combination Roof And Floor Beam ; [2009 International Building Code(2005 NDS)] 5.125 IN x 19.5 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:856.4% StruCalc Version 8.0.100.0 4/9/2013 10:25:44 AM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN U9150 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2861 Ib 2861 Ib Dead Load 1754 Ib 1754 Ib Total Load 4615 Ib 4615 Ib Bearing Length 1.39 in 1.39 in BEAM DATA Center Span Length 6 ft Eft B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj.Factor 1 Camber Required 0 Roof Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf Roof Tributary Width RTW= 6.8 ft 17 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by: Floor Live Load FLL= 80 psf 80 psf Fb_cmpr= 1850 psi Fb'= 2751 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 Cl=1.00 Floor Tributary Width FTW= 4.5 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load WALL= 120 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 594 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 376 plf Comp.-L to Grain: Fc-J-= 650 psi Fc-1'= 650 psi Floor Uniform Live Load: wL-floor= 360 plf Floor Uniform Dead Load: wD-floor= 68 plf Controlling Moment: 6923 ft-Ib Beam Self Weight: BSW= 22 plf 3.0 ft from left support Combined Uniform Live Load: wL= 954 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 585 plf Controlling Shear: 2123 Ib Combined Uniform Total Load: wT= 1538 plf Ata distance d from support. Created by combining all dead and live loads. Controlling Total Design Load: wT-cont= 1538 plf Comparisons with required sections: Rep'd Provided Section Modulus: 30.2 in3 324.8 in3 Area(Shear): 10.45 in2 99.94 in2 Moment of Inertia(deflection): 83.06 in4 3166.77 in4 Moment: 6923 ft-Ib 74464 ft-Ib Shear: -2123 Ib 20304 lb NOTES i y Project: page Location:Combination Roof And Floor Beam 14 / Combination Roof And Floor Beam [2009 Interpational Building Code(2005 NDS)] of 5.125 IN x 19.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1366.4% StruCalc Version 8.0.100.0 4/9/2013 10:26:10 AM Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 2384 Ib 2384 Ib Dead Load 1462 Ib 1462 Ib Total Load 3846 Ib 3846 Ib Bearing Length 1.15 in 1.15 in BEAM DATA Center Span Length 5 ft A 5 ft B Unbraced Length-Top 1.33 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Camber Adj. Factor 1 Roof Live Load RLL= 25 psf 25 psf Camber Required 0 Roof Dead Load RDL= 15 psf 15 psf Notch Depth 0.00 Roof Tributary Width RTW= 6.8 ft 17 ft MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species FLOOR LOADING Base Values Adjusted Side 1 Side 2 Bending Stress: Fb= 2400 psi Controlled by. Floor Live Load FILL= 80 psf 80 psf Fb_cmpr= 1850 psi Fb'= 2751 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 Cl=1.00 Floor Tributary Width FTW= 4.5 ft 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load WALL= 120 plf Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Roof Uniform Live Load: wL-roof= 594 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Roof Uniform Dead Load: wD-roof= 376 plf Comp.J-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Floor Uniform Live Load: wL-floor= 360 plf Floor Uniform Dead Load: wD-floor= 68 plf Controlling Moment: 4808 ft-Ib 2.5 ft from left support Beam Self Weight: BSW= 22 plf Combined Uniform Live Load: wL= 954 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 585 plf Controlling Shear: 1385 Ib Combined Uniform Total Load: wT= 1538 plf Ata distance d from support. Created by combining all dead and live loads. Controlling Total Design Load: wT-cont= 1538 plf Comparisons with required sections: Read Provided Section Modulus: 20.97 in3 324.8 in3 Area(Shear): 6.82 in2 99.94 int Moment of Inertia(deflection): 48.07 in4 3166.77 in4 Moment: 4808 ft-Ib 74464 ft-Ib Shear: 1385 Ib 20304 lb NOTES I 1 Project: , page Location:Multi-Loaded Multi-Span Beam 15 / Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] r or 3.125 INx10.51Nx10.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:35.6% StruCalc Version 8.0.100.0 4/9/2013 10:35:15 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.22 IN U547 Dead Load 0.03 in Total Load 0.25 IN U481 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 1300 Ib 4300 Ib Dead Load 186 Ib 638 Ib Total Load 1486 Ib 4938 Ib Bearing Length 0.73 in 2.43 in BEAM DATA Center - Span Length 10 ft loft Unbraced Length-Top 1.33 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.03 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf Beam Self Weight 7 plf MATERIAL PROPERTIES Total Uniform Load 7 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 600 Ib Fb_cmpr= 1850 psi Fb'= 2390 psi Dead Load 1 Ib Cd=1.00 C1=1.00 Location 5 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Number One Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Live Load 1250 plf Comp.-L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Left Dead Load 188 plf Right Live Load 1250 plf Controlling Moment: 8435 ft-Ib Right Dead Load 188 plf 6.6 Ft from left support of span 2(Center Span) Load Start 6 ft Created by combining all dead loads and live loads on span(s)2 Load End loft Controlling Shear: -3782 Ib Load Length 4 ft 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: Reo'd Provided Section Modulus: 42.35 in3 57.42 in3 Area(Shear): 21.41 i n2 32.81 int Moment of Inertia(deflection): 198.52 in4 301.46 in4 Moment: 8435 ft-Ib 11438 ft-Ib Shear: -3782 Ib 5797 Ib NOTES I I i I I I I i I I page ,Project: Location: Footing 1 / Footing '; [2009 International Building Code(2005 NDS)] ` or Footing Size:3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C.EM/(5)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:43:11 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= 3.5 ft �-4in� Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE T Column Type: Wood Column Width: m= 6 in 10 in Column Depth: n= 4 in FOOTING CALCULATIONS 1 3 in Bearing Calculations: 3.5 ft Ultimate Bearing Pressure: Qu= 1301 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 11.59 sf f—5 in Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23940 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 8407 Ib 3 in Allowable Beam Shear: Vc1 = 19688 Ib Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 22236 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 12038 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 3899 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 15937 Ib Bending Calculations: Ultimate Factored Load: Pu= 23940 Ib Factored Moment: Mu= 125683 in-Ib Nominal Moment Strength: Mn= 213014 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 in Steel Required Based on Moment: As(1)= 0.57 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.84 int Controlling Reinforcing Steel: As-reqd= 0.84 int Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 int Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES page Project: Location: Footing 2 Footing ' or [2009 International Building Code(2005 NDS)] Footing Size:3.25 FT x 3.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C.E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:44:27 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 �-4in Width: W= 3.25 ft Length: L= 3.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood io in Column Width: m= 6 in I T Column Depth: n= 4 in 11 3 in FOOTING CALCULATIONS 3.25 ft ' Bearing Calculations: Ultimate Bearing Pressure: Qu= 1288 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf �--6 in Required Footing Area: Areq= 9.89 sf Area Provided: A= 10.56 sf Baseplate Bearing: T Bearing Required: Bear= 20412 Ib Allowable Bearing: Bear-A= 66300 Ib io in Beam Shear Calculations(One Way Shear): I ° Beam Shear: Vu1 = 6935 Ib 1 3 in Allowable Beam Shear: Vc1 = 18281 Ib Punching Shear Calculations(Two Way Shear): 3.25 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 18727 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 10225 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 3377 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 13602 Ib Bending Calculations: Ultimate Factored Load: Pu= 20412 Ib Factored Moment: Mu= 99510 in-Ib Nominal Moment Strength: Mn= 171271 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.38 in Steel Required Based on Moment: As(1)= 0.45 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 10.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.5 in NOTES roject: L / Location: Footing 3 � Footing [2009,I9ternrational Building Code(2005 NDS)] or Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:45:30 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 f-4 in-� FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE 10 in Column Type: Wood n Column Width: m= 6 in T Column Depth: n= 4 in 3 in FOOTING CALCULATIONS aft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1032 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf —6 in—{ Required Footing Area: Areq= 6.75 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 14043 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): P-- Beam Beam Shear: Vu1 = 4584 Ib 3 in Allowable Beam Shear: Vc1 = 16875 Ib Punching Shear Calculations(Two Way Shear): 3 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 12683 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 7250 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 2036 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 9286 Ib Bending Calculations: Ultimate Factored Load: Pu= 14043 Ib Factored Moment: Mu= 63194 in-Ib Nominal Moment Strength: Mn= 170825 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4): As(2)= 0.72 in2 Controlling Reinforcing Steel: As-reqd= 0.72 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES page Location: Footing 4 ` Footing [2009 International Building Code(2005 NDS)] of Footing Size:2.0 FT x 2.0 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. EM/(3)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:46:31 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 fo in Width: W= 2 ft Length: L= 2 ft n n Depth: Depth= 10 in T Effective Depth to Top Layer of Steel: d= 6.25 in 3 in COLUMN AND BASEPLATE SIZE 1 Column Type: Wood 2fc Column Width: m= 6 in Column Depth: n= 4 in FOOTING CALCULATIONS 61n Bearing Calculations: Ultimate Bearing Pressure: Qu= 1291 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 3.75 sf Area Provided: A= 4.00 sf Baseplate Bearing: loin Bearing Required: Bear= 7650 Ib n n Allowable Bearing: Bear-A= 66300 Ib T Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 1833 Ib 3 in Allowable Beam Shear: Vc1 = 11250 Ib Punching Shear Calculations(Two Way Shear): 2 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 5983 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 3640 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD 1522 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 5162 Ib Bending Calculations: Ultimate Factored Load: Pu= 7650 Ib Factored Moment: Mu= 22951 in-Ib Nominal Moment Strength: Mn= 127575 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.10 int Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 int Controlling Reinforcing Steel: As-reqd= 0.48 in2 Selected Reinforcement: #4's @ 8.0 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= 9 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES page Project: / Location: Footing 5 Footing of [2009,Ihterr}ational Building Code(2005 NDS)] Footing Size:2.25 FT x 2.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C. E/W/(3)min. StruCalc Version 8.0.100.0 4/9/2013 11:47:58 AM Section Footing Design Adequate 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= 2.25 ft Length: L= 2.25 ft 10 in Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in T 3 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in 2.26 ft Column Depth: n= 4 in FOOTING CALCULATIONS [ 6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1253 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.61 sf Area Provided: A= 5.06 sf Base plate.Bearing: Bearing Required: Bear= 9406 Ib 10 in Allowable Bearing: Bear-A= 66300 Ib o Beam Shear Calculations(One Way Shear): T 3 in Beam Shear: Vu1 = 2526 Ib Allowable Beam Shear: Vc1 = 12656 Ib Punching Shear Calculations(Two Way Shear): 2.25 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 7786 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 4480 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 1865 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 6345 Ib Bending Calculations: Ultimate Factored Load: Pu= 9406 Ib Factored Moment: Mu= 31745 in-Ib Nominal Moment Strength: Mn= 128119 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.14 in2 Min.Code Req'd Reinf.(Shrink./Temp. (ACI-10.5.4):As(2)= 0.54 in2 Controlling Reinforcing Steel: As-reqd= 0.54 in2 Selected Reinforcement: #4's @ 10.0 in.o.c.e1w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 10.5 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES ' page Location:Footing 6 Footing [2009,International Building Code(2005 NDS)] of Footing Size:3.75 FT x 3.75 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(5)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:50:08 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= 3.75 ft Length: L= 3.75 ft F-4in-A 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= 6 in 0 in Column Depth: n= 4 in 1 ^ ^ ^ ^ FOOTING CALCULATIONS 3 in Bearing Calculations: 3.75 ft Ultimate Bearing Pressure: Qu= 1316 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 13.45 sf f-5 in Area Provided: A= 14.06 sf Baseplate Bearing: Bearing Required: Bear= 26844 Ib Allowable Bearing: Bear-A= 66300 Ib 70 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 9694 Ib 3 in Allowable Beam Shear: Vc1 = 21094 Ib — Punching Shear Calculations(Two Way Shear): 3.75 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 25180 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 11611 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 6889 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 18500 Ib Bending Calculations: Ultimate Factored Load: Pu= 26844 Ib Factored Moment: Mu= 151000 in-Ib Nominal Moment Strength: Mn= 213532 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.69 int Min.Code Req'd Reinf.(Shrink./Temp. (ACI-10.5.4):As(2)= 0.90 in2 Controlling Reinforcing Steel: As-reqd= 0:90 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15.in Development Length Supplied: Ld-sup= 19.5 in NOTES Location: Footing 7 Footing ' of [2009,Intenrational Building Code(2005 NDS)] Footing Size:3.75 FT x 3.75 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(5)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:51:10 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= 3.75 ft Length: L= 3.75 ft I-4in-1 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= 6 in 10 in Column Depth: n= 4 in o _ FOOTING CALCULATIONS sin Bearing Calculations: 3.75 ft Ultimate Bearing Pressure: Qu= 1258 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 12.87 sf l—s in—� Area Provided: A= 14.06 sf Baseplate Bearing: Bearing Required: Bear= 25618 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 9251 Ib 3 in Allowable Beam Shear: Vc1 = 21094 Ib — Punching Shear Calculations(Two Way Shear): 3.75 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 24029 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 10968 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 6724 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 17692 Ib Bending Calculations: Ultimate Factored Load: Pu= 25618 Ib Factored Moment: Mu= 144099 in-Ib Nominal Moment Strength: Mn= 213532 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.65 int Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.90 int Controlling Reinforcing Steel: As-reqd= 0.90 int Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.5 in NOTES page Project: / Location: Footing 8 Footing [21309 International Building Code(2005 NDS)] of Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:52:21 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in �-4 in—� FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE 10 in Column Type: Wood n n o Column Width: m= 6 in -r 3 in Column Depth: n= 4 in FOOTING CALCULATIONS 3ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1079 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf F-6 in Required Footing Area: Areq= 7.06 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 14250 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): ° — T Beam Shear: Vu1 = 4651 Ib 3 in Allowable Beam Shear: Vc1 = 16875 Ib Punching Shear Calculations(Two Way Shear): 3 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 12869 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 6489 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 3223 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 9712 Ib Bending Calculations: Ultimate Factored Load: Pu= 14250 Ib Factored Moment: Mu= 64125 in-Ib Nominal Moment Strength: Mn= 170825 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.29 in2 Min.Code Req'd Reinf.(Shrink./Temp. (ACI-10.5.4):As(2)= 0.72 in2 Controlling Reinforcing Steel: As-reqd= 0.72 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES page 7a Location: oc Locatioo n: Footing 9 Footing t [2009,Iiterraational Building Code(2005 NDS)] or Footing Size:2.5 FT x 2.5 FT x 10.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. EM/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:53:16 AM FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi �a ink Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in 10 in P n n n COLUMN AND BASEPLATE SIZE T Column Type: Wood 3 in Column Width: m= 6 in Column Depth: n= 4 in 2.5 ft FOOTING CALCULATIONS Bearing Calculations: 6 in Ultimate Bearing Pressure: Qu= 1174 psf � k Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 5.34 sf Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 10841 Ib 10 in Allowable Bearing: Bear-A= 66300 Ib P n, Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 3162 Ib 3 in Allowable Beam Shear: Vc1 = 14063 Ib t I —L Punching Shear Calculations(Two Way Shear): 2.5 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 9328 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 5094 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 2242 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 7336 Ib Bending Calculations: Ultimate Factored Load: Pu= 10841 Ib Factored Moment: Mu= 40653 in-Ib Nominal Moment Strength: Mn= 169665 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.18 int Min.Code Req'd Reinf.(Shrink./Temp. (ACI-10.5.4):As(2)= 0.60 int Controlling Reinforcing Steel: As-reqd= 0.60 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note: Plain concrete adequate for bending,therefore adequate development length not required. NOTES page Project: � / Location: Footing 10 -: Footing [2009 Interrmational Building Code(2005 NDS)] ot of Footing Size:3.25 FT x 3.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C. EM/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:54:49 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 �-4in—I Width: W= 3.25 ft Length: L= 3.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 10 in Column Width: m= 6 in ° ° Column Depth: n= 4 in 3 in FOOTING CALCULATIONS 3.25 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1254 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 9.64 sf I—sin—{ Area Provided: A= 10.56 sf Baseplate Bearing: T Bearing Required: Bear= 19534 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 6637 Ib 3 in Allowable Beam Shear: Vc1 = 18281 Ib Punching Shear Calculations(Two Way Shear): 3.25 ft Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 17921 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 9085 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 4165 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 13250 Ib Bending Calculations: Ultimate Factored Load: Pu= 19534 Ib Factored Moment: Mu= 95228 in-Ib Nominal Moment Strength: Mn= 171271 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.38 in Steel Required Based on Moment: As(1)= 0.43 in2 Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 10.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.5 in NOTES • page Projact: Location: Footing 11 / Footing of [2009.International Building Code(2005 NDS)] Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:55:56 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 �-4 in—� FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE 10 in Column Type: Wood o o Column Width: m= 6 in T Column Depth: n= 4 in 3 in FOOTING CALCULATIONS 3n Bearing Calculations: Ultimate Bearing Pressure: Qu= 1189 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf 6 in--{ Required Footing Area: Areq= 7.79 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 16307 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): - r Beam Shear: Vu1 = 5322 Ib 3 in Allowable Beam Shear: Vc1 = 16875 Ib Punching Shear Calculations(Two Way Shear): 3 n Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 14727 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 8652 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 2053 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 10705 Ib Bending Calculations: Ultimate Factored Load: Pu= 16307 Ib Factored Moment: Mu= 73381 in-Ib Nominal Moment Strength: Mn= 170825 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.33 in2 Min. Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.72 in2 Controlling Reinforcing Steel: As-reqd= 0.72 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES i page oat Location: Location: Footing 12 Footing [2009,Igtergational Building Code(2005 NDS)] or Footing Size:3.25 FT x 3.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C. E/W/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:57:02 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 4 in—� Width: W= 3.25 ft Length: L= 3.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 10 in Column Width: m= 6 in I P _ Column Depth: n= 4 in 1 3 in FOOTING CALCULATIONS 3.25 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1180 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 9.07 sf l----sin—� Area Provided: A= 10.56 sf Baseplate Bearing: T Bearing Required: Bear= 18744 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 6368 Ib 1 3 in Allowable Beam Shear: Vc1 = 18281 Ib Punching Shear Calculations(Two Way Shear): 3.25 ft 1 Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 17196 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 9452 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 3017 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 12469 Ib Bending Calculations: Ultimate Factored Load: Pu= 18744 Ib Factored Moment: Mu= 91375 in-Ib Nominal Moment Strength: Mn= 171271 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.38 in Steel Required Based on Moment: As(1)= 0.41 int Min.Code Req'd Reinf.(Shrink./Temp.(ACI-10.5.4):As(2)= 0.78 int Controlling Reinforcing Steel: As-reqd= 0.78 int Selected Reinforcement: #4's @ 10.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.5 in NOTES page rati t: Location: Location:: Footing 13 � Footing [20094riternational Building Code(2005 NDS)] or Footing Size:3.25 FT x 3.25 FT x 10.00 IN Reinforcement:#4 Bars @ 10.00 IN.O.C. EM/(4)min. Section Footing Design Adequate StruCalc Version 8.0.100.0 4/9/2013 11:59:30 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 �-4in--I Width: W= 3.25 ft Length: L= 3.25 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood 10 in Column Width: m= 6 in I o n _ Column Depth: n= 4 in 1 3 in FOOTING CALCULATIONS 3.25 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1216 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 9.34 sf �s in Area Provided: A= 10.56 sf Baseplate Bearing: T Bearing Required: Bear= 19496 Ib Allowable Bearing: Bear-A= 66300 Ib 10 in Beam Shear Calculations(One Way Shear): I T Beam Shear: Vu1 = 6624 Ib 1 Sin Allowable Beam Shear: Vc1 = 18281 Ib Punching Shear Calculations(Two Way Shear): 3.25 ft y Critical Perimeter: Bo= 45 in Punching Shear: Vu2= 17887 Ib Allowable Punching Shear(ACI 11-35): vc2-a= 49219 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 79688 Ib Live Load: PL= 10220 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 42188 Ib Dead Load: PD= 2620 Ib Controlling Allowable Punching Shear: vc2= 42188 Ib Total Load: PT= 12840 Ib Bending Calculations: Ultimate Factored Load: Pu= 19496 Ib Factored Moment: Mu= 95043 in-Ib Nominal Moment Strength: Mn= 171271 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.38 in Steel Required Based on Moment: As(1)= 0.43 in2 Min.Code Req'd Reinf.(Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 10.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16.5 in NOTES J Project: page Location:roof Rafter 1 / Roof Rafter [20A9 International Building Code(2005 NDS)] or 1.51Nx3.5'INx6.OFT4+2 ( )@ 24 O.C. #1 -Hem-Fir(North)-Dry Use Section Adequate By: 156.8% StruCalc Version 8.0.100.0 5/10/2013 8:59:21 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Riaht Live Load 0.04 IN 01286 0.08 IN U292 Dead Load 0.01 in 0.01 in Total Load 0.05 IN U1025 0.10 IN U249 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 50 plf 100 Ib Upper Dead Load @ A 24 plf 47 Ib Upper Total Load @ A 74 plf 147 Ib Lower Live Load @ B 113 plf 225 Ib _. Lower Dead Load @ B 71 plf 142 Ib A 4 ft B e ft Lower Total Load @ B 184 plf 367 Ib RAFTER SUPPORT DATA Bearing Length 0.24 A in 0.60 B in RAFTER LOADINGUniform Floor Loading RAFTER DATA Interior Eave Roof Live Load: LL.= 25 psf Span Length 4 ft 2 ft Roof Dead Load: DL= 15 psf Rafter Pitch 4 :12 Slope Adjusted Spans And Loads Roof sheathing applied to top of joists-top of rafters fully braced. Interior Span: L-adj= 4.22 ft Roof Duration Factor 1.15 Eave Span: L-Eave-adj= 2.11 ft Peak Notch Depth 0.00 Rafter Live Load: wL-adj= 45 plf Base Notch Depth 0.00 Eave Live Load: wL-Eave-adj= 45 plf MATERIAL PROPERTIES Rafter Dead Load: wD-adj= 28 plf #1 -Hem-Fir(North) Rafter Total Load: wT-adj= 73 plf Base Values Adjusted Eave Total Load: wT-Eave-adj= 73 plf Bending Stress: Fb= 1000 psi Fb'= 1920 psi Cd=1.15 CI=0.97 CF=1.50 Cr-1.15 Shear Stress: Fv= 145 psi Fv'= 167 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc--L= 405 psi Fc--L'= 405 psi Controlling Moment: -163 ft-Ib 4.003 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: -175 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Read Provided Section Modulus: 1.02 in3 3.06 in3 Area(Shear): 1.57 in2 5.25 int Moment of Inertia(deflection): 2.09 in4 5.36 in4 Moment: -163 ft-Ib 490 ft-Ib Shear: -175 lb 584 lb NOTES Page 1 of 1 ti , Lindberg and Smith Architects From: "Jeff Parker" <Jeff@parkerdev.com> To: "Lindberg and Smith Architects" <lindberg@olypen.com> Cc: "Paul Price" <pprice@parkerdev.com> Sent: Monday, February 04, 2013 12:41 PM Subject: Re: Port Angeles Building Sent from my Whone Jeff Parker 503-807-8852 On Feb 4, 2013, at 8:36 AM, "Lindberg and Smith Architects" <lindbergaa,olypen.com>wrote: Paul &Jeff- Attached please find two sets of plans for the Port Angeles building. The first set is a copy of the plans we were given. There are two problems with these, the first over the 7800 dquare foot allowed. We are at 8035 square feet. The secodn is the wall in front of the reception and security area is a bearing wall and shear wall. I need to have some section of this wall to remain for the shear and have posts to support new beams. The second set of plans I have been working on to relocate the reception/copier area in the area were there is no ceiling. The problem with this is i am not showing a space for the security office yet, but if I can get this to work the square footage is down to 7815 square feet. I have talked with the City and I can do the mechanical drawings myself with the help from the manical contractor. They did asked if I knew how many doctors and/or therapists will be in the building atone time. the City requires six parking stalls per doctor or therapist. Please call with any questions. Charlie <APLAN 1.pdf> <APLAN2.dwg> <BPLANI.pdf> <BPLAN2.pdfl 2/4/2013 Page 1 of 1 ,Lindberg and Smith Architects From: "Marius Pop" <mp@primariuselevator.com> To: "'Lindberg and Smith Architects"' <lindberg@olypen.com> Sent: Monday, April 22, 2013 4:58 PM Attach: F21LHTWIN1_seismic.DWG; Hydraulic Elevators Machine room.pdf; EBN239-B.pdf Subject: RE: Port Angeles Remodel I attached a typical drawing for a Holeless hydraulic elevator, I hope you have CAD or DWG viewer. Also attached is some information about the elevator machine room. Min machine room size should be about, 6'6"x 6'6". Here are a couple things that is not listed with the machine room information: 1. Electrical disconnect(the handle) has to be within 24" from the strike side of the door. 2. We have to have min 42" clearance between the elevator controller and the disconnect or any other panels. 3. You will also need AC or ventilation system to keep the MR below 90 degrees. I also attached one drawing from a different job so you can see the pump and controller size. (see Machine room detail) Let me know if you have any questions. Marius Pop Primarius elevator 12803 82nd AVE NE Kirkland WA 98034 Direct: 425-284-9653 Main: 425-821-3160 Fax: 425-823-1863 Email: mp@)primariuselevator.com Web: www.primariuselevator.com From: Lindberg and Smith Architects [mailto:lindberg@olypen.com] Sent: Friday, April 19, 2013 12:01 PM To: mp@primariuselevator.com Subject: Port Angeles Remodel Darius- Thank you for getting back with me. I am working on a medical clinic remodel here in Port Angeles, Washington. We need to install an elevator to meet handicap codes. There will be no patients using the elevator, It will be used rarly by only staff to get to the second floor. If we can get a modle with the smallest footprint that still meets the codes would be great. The floor to floor height is 11'-3" and it is only a two story building. The ground floor is a slab on grade, so we can dig it out for the pit. There is three-phase power to the building. If you have any additinal questions please call. Thanks Charles Smith, Architect 360 452-6116 4/23/2013 ��fokEFt: -� Pa9e Location:Roof Beam 1 Roof Beam / (20W hniernRtional Building Code(2005 NDS)] = or 3.5 IN x 16.0 IN x 25.75 FT -- Versa-Lam 3100 Fb-Boise Cascade Section Adequate By:323.4% StruCalc Version 8.0.100.0 5/10/2013 7:51:40 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.21 IN U1493 Dead Load 0.20 in Total Load 0.41 IN U762 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 REACTIONS A_ B Live Load 644 Ib 644 Ib Dead Load 617 Ib 617 Ib Total Load 1261 Ib 1261 Ib Bearing Length 0.48 in 0.48 in BEAM DATA Span Length 25.8 ft A 25.75 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf Versa-Lam 3100 Fb-Boise Cascade Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1 ft Bending Stress: Fb= 3100 psi Fb'= 3453 psi Side Two: Cd=1.15 CF=O.97 Roof Live Load: LL= 25 psf Shear Stress: Fv= 285 psi Fv'= 328 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Wall Load: . WALL= 0 plf Comp.-L to Grain: Fc-1= 750 psi Fc--L'= 750 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Moment: 8119 ft-Ib Adjusted Beam Length: Ladj= 25.75 ft 12.875 ft from left support Beam Self Weight: BSW= 16 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 50 plf Beam Uniform Dead Load: wD_adj= 48 plf Controlling Shear: -1135 Ib Total Uniform Load: WT= 98 plf At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 28.22 in3 149.33 in3 Area(Shear): 5.19 in2 56 in2 Moment of Inertia(deflection): 282.19 in4 1194.67 in4 Moment: 8119 ft-Ib 42969 ft-Ib Shear: -1135 lb 12236 Ib NOTES 1 � 1 SHEAR WALLS S. MAXtW BHEM2.315 PLF. p T USE W'SEATNG-ONE BIDE OF OLL NAIL A L EDGES OATH ed NAILS AT 4'OG POR UBE DP NO7. PROVIDE V2'DbYlTER ANCHOR DOLTS AT 24'OG�J'I SPACNG ATM FOIMATIOR ------ --------------------- -- - ----- -- --- ----------------- - -- --- - - --------- -- ----- - --------- - -- -- - - POR TIE Wft AT EACH EVD OP THE ALAL.L,SO FIPMiR ISMAR MA IIAX Y• USE Ve SFE�ATRNCi-CNE G F.U.E OP U4 L. NAIL ALL EDCfB WHKad NMI S FOR AT 3'O L -- - --------- -- - - i - - --- - - --____-- -------___--; .C. DF NO2 DOABLE BOTTOM PLATES AIRE P APP ED.DOLTUSE U DOTH PLATES WRH ANCHOR DOUG. PROVVE - -- - -- -- --- - -- --- - `-------- ---------- --------- --------------------------------- SPOUNDA FD METER M 4O DOM AT M' f- TVE MAXM S'ACNG AT nE pj ;------ ---- =-- - -- -- - - ---- - -- - CF WALL, an FRA lMS EAR PLANS. I � a 0 9.- .9r- 4- NA LLAO Q) w q --- --------- - ----- - ----- ---------------------------- ---------------------- ----------- ----------------------------- --------------- - -- --- --------------------------- -------------------- - - - - - ---------------------------------------- - --- ----------- - ------ ------ -- ------ --- - -- - a� z SHEAR WALL 0 cd--------------- -r----------- ❑ w� j `- --------------- ----- ------------- 1 ----------- J ---- 1 E� B•I -- J - f i I ' M I I I I I I � I I I i p I I I I I I I I I I 1 9• I I m I ----- - ----- 1,1,III ----- - - -- ----- - --- - --- - ---- -- -- ----- eO r- ------------ - --------------------- ------------------------------ -- -- ------ -- ---------------------------------------- - -'-------- - - iI AMLL--------------------------- ---------- ------- -------------- --- -- -- -- ------ ----------- ----------°----------- ------ - ----------------------- w� X0m1 , I I i M , b r044� 7 ® i 1 ®_; i ® 1 a J 1 SHEAR LALL PLAN - LOWER LEVEL � —s SCALE:I/4' ■ 1'-m' a A4. , 3 I t y r tl E � o S � 1 \\ 1 I 0 1 --- ----------\ 1 \ � 1 I \ ' ❑ - \ 1 I \ 1 ool 00 I / I 1 � �I I \A I I l�r�ra y ; ,y 74 1 i � .� I z� 4ly, 1 " I E -- Llvel �,/�2er �� ❑ a O �- - 0 i I 0 7 Al. o ,y 0 1 i� \ ---------- . iz-k 352 1 / 4:14G � 9l ; 22 8 9� � 7�4 02 Q aC 1 _ o / d• " G BIOHAZARD W-4 W-Sj- 1#• STORAGE I I ST j a STAFF T ELEHLTH TELE HLTH DIETITIAN _ HARM UTILITY p.,a EXAM M E DIRTY EDUCATION CLASSROOM PEW T I - Q n EXAM 82 EXAM 04 EXIT ELEVATOR D z co . e ° MH ` a TEAM "I EXAM el =,a"STIM . _. O ELEVATOR d8 i s --------- ' 0 t � I ----- EXAM 03 EXAM T� N�EqW 02 A �Al WEIGHT TEAM�+ IDaD PAN 9,44' aa. 0._ 8'-"4 .Ii,eTjHBTALL y, _ AN ! 1U10 b6A111� "g �+ TELE HLTH IUMDOIIE i 'LaoRA>!!a� I k ' El QLASS E�IOCeK i PROVIDE PATIENT EXAM M6 '" ',TOILET' wlNDaue !° --- ---, o #T' SARI EDU aD ------ --------------- - GOPIR/M11L o VE Mkx� TEAM 03 - ' ° uOw- o eTEM° WOMAN'S ' 1° ;RECEPTION HLTH + , - MED Sw ~---' EXAM SECURITY INS MED A l MED :r n rCIIAdTAOre CHEM-IN CIN ion I I -MFUGHOM a� .. WOW9 ll _.M NOTES- bt :. - SGFEC+C - L I�ICOL�T EXTERIOR WAITING ROOM LAS e,_z. z. NEW SIGNAGE ar EXTERIOR OP O&M W ^� pI- s. PAWNS NSOTM ,TILE , I NALGLEAN ARCHITECT TO VERPY UTH CIT Y UTILITY 4. EXTERIOR SUILDIGLI6NTMi TE r�q9 I. [� - eECURITY TEAM To PROVIDE LAYOUT r E. SECURITY TEAM TO PROVIDE LAYOUT DOOR FOR SECURITY SYSTEM e, o b. PROVIDE NEW DOLLARDS AT END OF EXIeTMG PARK NG LOT BY SIDEWALK b 'I. PROVIDE NEW CEILINS TILESFOR DROP CEtLNQ- 1 ' TYPICAL NEW RESTROOM e. PROVIDE NEW BLINDS AT ALL wM CM �+ S PROVIDE NEW ELECTRICAL WIRING AT CsROUND O O O O O O G�PT '�TO HOSPITAL - KB�RAT FIRST FLOOR PLAN a� I 0 K�Plhl� ILEI 2 DOCC RK ROOM MGR 0 O a IBIREAK Room > a a wq � o �---y - ------- -----� VLEVATOR --- �+ ADMIN. ____=====i------__ OFFICE (� 2 OCC -- -____{1________ a AST FXISTTM EEXTMOR r CONFERENCE a �� TO ROOM atoACxE n"VEL-ER/ ATTIC A �q MECH. SPACE OFFICE ZONAL. Wk 67 4 NE.'TAL Q 8 �►u.TO TO MATCI�19c81TIN4 IL OFFICE R---r R-_-� K --r REVII9U LOCKS AT I� /1 I �X/ I I �z 1 C�OO81Tte�TO�o d all ADMIN. STORAGE a OCC HBPC CCHT �y OL"f LY 1=4 6' T'-b- 5'-0' OPTION TWO SECOND FLOOR PLAN � Address: 1114 Georgiana Street PREPARED 2/12/14, 12:27:29 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/12/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 1114 GEORGIANA ST SUBDIV: CONTRACTOR KIRSCH ELECTRIC INC. PHONE (360) 683-6819 OWNER TATE BUILDING LLC PHONE (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- APPL NUMBER: 14-00000049 SIGNS ------------------------------------------------------------------------------------------------ PERMIT= SIGN 00 SIGN REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BL99 01 2/12/14 L BLDG FINAL February 12, 2014 9:44:57 AM pbarthol-------------------------- ------------------- -------------------- -- - ---------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 14-00000049 Date 1/22/14 Application pin number . . . 161668 Property Address . . . . . . 1114 GEORGIANA ST ASSESSOR PARCEL NUMBER: 06-30-00-8-1-0414-0000- REPORT SALES TAX Application type description SIGNS on your state excise tax form Subdivision Name Property Use . . . to the City of Port Angeles Property Zoning . . . . . . . COMMERCIAL OFFICE (Location Code 0502) Application valuation . . . . 8900 - ------------------------ -------------------- Application desc 80 sq ft illuminated wall sign A ------------------------------------------------------------------ \ 1 Owner Contractor ------------------------ ------------------------ TATE BUILDING LLC KIRSCH ELECTRIC INC. 1800 BLANKENSHIP RD STE 200 P. 0. BOX 3396 WEST LINN OR 97068 SEQUIM WA 98382 (503) 742-1942 (360) 683-6819 ---------------------------------------------------------------------------- Permit . . . . . . SIGN Additional desc . . 80 SQ FT ILLUMINATED WALL SIGN Permit Fee . . . . 85.00 Plan Check Fee .00 Issue Date . . . . 1/22/14 Valuation . . . . 8900 Expiration Date 7/21/14 Qty Unit Charge Per Extension 1.00 85.0000 PER S-WALL SIGN OR MARQUEE > 25 SF 85.00 ------------------------- Special Notes and Comments \� January 15, 2014 11:00:58 AM sroberds. `4 The proposal will result in placement of an 80 sq.ft. bldg mtd sign in the CO. Total potential bldg signage for the site is 100 sq.ft. ---------- ----- _ Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 85.00 85.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 85.00 85.00 .00 .00 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=inspectidns 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 pro ' ions of any state or local law regulating construction or the performance of constru tion. l� De 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 Stemwall 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 b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace!FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW !Engineering 4.17-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit SIGN PERMIT APPLICATION Print in ink �- CITY OF PORT ANGELES For City Use Only: Attn: Building Permit Technician Date Received -/ �-- 321 E. Fifth St., Port Angeles, WA 98362 (360)417-4815 fax (360)417-4711 Permit# Date Approved Applicant or Agent Ph ne Property Owner �,-�u�c� 2" L c, Phone Property Owner's Address `W-( �, i,,r,C,,,k A ��z^ . 4-5c t?_ ; 1, .a Nf 3S Z, Contractor t �/ �L n L, Phone &8'3—,6 8-/ (1 Contractor's Address -5-03 S t License # ,� J /V K Expires Project Address l G,�v c, �.� ��• ".c,2.4�s wn3�' Business Name Parcel Number Lot Zoning �1=, Submit an 8 %"x 11 "site plan & three sets of plans that include: • Type of sign (wall-mounted, projecting,freestanding, illuminated, other...) • Placement and sq.ft. area ■ How the sign will be securely attached (Engineering specs may be required for freestanding signs) ■ Separation distance between the bottom of projecting and freestanding signs and the surface below See "Chapter 14.36 Sign Code"of the City of Port Angeles Municipal Code for sign requirements. Sign TVpe&Brief Description: (Type, location, sq. ft.) Sign #1 A �t_,o ,a. N_I- s Sign #2 Sign #3 Sign #4 Totals(Unit charges Sign(s) Unit Charge Quantity multiplied by quantities) Type of Sign Valuation$ $47.00 x = $ All signs less than or equal to 25 sq.ft. $85.00 x "` _ $ � � Wall sign or marquees, over 25 sq.ft. $115.00 x = $ Freestanding sign or projecting sign, over 25 sq. ft. GRAND TOTAL Make Checks Payable to: City of Port Angeles $ Credit Cards (Except American Express)are accepted Existing sign(s) area_K sq. ft. +Proposed sign(s) area e422 sq. ft. = Total sign(s) area� sq. ft. Building fagade area (height ft. X width ft.) = sq. ft. (if a building has more than one business in it, only measure the area of the building fagade that is used by the business applying for this permit.) I have read and completed this 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 per prior to working on projects. Date /y Print Name t r Signature T:Forms/Building Division/Sign Permit A lication.doc t 10 1030 222 ° r k12 s 41 IP M 223 J f r g • aa y • icy T Y* �, 1114 t .r �;. �`• 1118 ���� 1122 1105 1, r r c ~o��S' j f 1111 1115 1102 Aeon 4- - -- -- -- -- -- -- INTERNALLY ILLUMINATED PAN CHANNEL LETTER WITH AN EXPOSED RACEWAY 511 8„ V' TrimCap—� LED ILLUMINATED 24 Volt Power Supply with Disconnect 120 V. TO J-BOX IN CONDUIT PLASTIC FACE ALUMINUM RETURNS AND BACKS t t I.AG HOIs S Plitt if r11:,1r II"tirl A1ilt1 Sled vre =� �,l;,r, it I yV11,11k. sIIvoll"Ilt _1111L V. -----m"umkv Length in inches Zinc Galvanized 3" 7 threads per inch 7 threads per inch Awning load Static per lag 193. Lbs. Wind per lag 420. Lbs. Snow per lag 228. Lbs. a Bolt Strength Proof 1197. Lbs. Yield St. 1270. Lbs. Tensile 1300. Lbs. Working Load 1200. Lbs. Per bolt. 0 m x s El LILL ❑❑❑ t _ kEEF -------- -------- - ------------------ ------------- -------- -------------- - -- ------------------- ------------------ ----------- -- ------------------- - 0 5011TH ELEVATION � PoEST ELEVATION �.. n, P �'m '-P W t,�y z cd a a ❑❑ NORTH ELEVATION EAST ELEVATION. Amo: r 1PP1�1 H r b r� c A A3. a 22'-0° 0 txo GEORGIANA STREET W N � REMOVE 518EW'A&<CAS' dWN , I IRCURCU BB' TALL CONCRETE (� PROVIDE I NEW ASPHALT _. LII —_ I O I N O FORNEPNRENEW , �4WARKIGAA 4TMICONCRETE psIDEwaCoctVE❑ J BASE k_ I I Q &Q , CATCHN BASIN ' 'n�0 w o °C�°sc7�CURB I I I d Q�-I AND W5 13 $ ; gal �r1 I. EXITING BUILDINGLj i i ' NEW$ THICKCRE .• .. j .-I o N SLAB OVER GRAVEL BAE -3n I -. 8 0 Tn co W a h '_ft ° a j WITHI3'OLX Sq-00}x' _ I 1 CONCRETE FOOTIN ' y I CV NO.4 BARS AT 129 O.C.: pq I ' ECH WAY—HORIL AN VERT. ------------ -� - - _ O a ' I STRAMP , I CU v I H C. MP ARE I , r-- • •,I w G ALLEY "> b SITE PLAN CWUCK -RIC ZVA A-1 . 1 s f ITY OF PORT ANGELES—Construction Plans The Issuance of this permit!%,s,^d upon these plans,specifi- cations and other dats shall not prevent the building official from thereafter requiring the correction of errors in said plans, specifications and other data, or from preventing building operations being carried on thereunder when in violation of all codes and ordinances of this jurisdiction. d� d� � p r i u Approval Date 9 �' r By '� Address: 1114 Georgiana Street PREPARED 2/10/14, 9:55:05 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 2/10/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 1114 GEORGIANA ST SUBDIV: CONTRACTOR AIR COMFORT INC PHONE : OWNER TATE BUILDING LLC PHONE : (503) 742-1942 PARCEL 06-30-00-8-1-0414-0000- APPL NUMBER: 14-00000144 COMM MECHANICAL PERMIT ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME99 01 2/10/14 JL MECHANICAL FINAL February 10, 2014 9:31:25 AM pbarthol. -------------—----------- --- COMMENTS AND NOTES -------------------------------------- �3 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 14-00000144 Date 2/10/14 Application pin number . . . 989664 Property Address . . . . . . 1114 GEORGIANA ST ASSESSOR PARCEL NUMBER: 06-30-00-8-1-0414-0000- 4 Application type description COMM MECHANICAL PERMIT REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use C` Property Zoning . . . . . . . COMMERCIAL OFFICE to the City of Port Angeles Application valuation . . 10900 (Location Code 0$02) f^ ---------------------------------------------------------------------------- V ` Application desc TWO DUCTLESS HEAT PUMP SYSTEMS ---------------------------------------------------------------------------- Owner Contractor TATE BUILDING LLC AIR COMFORT INC .1800 BLANKENSHIP RD STE 200 16055 SW 74TH AVE WEST LINN OR 97068 SUITE B (503) 742-1942 PORTLAND OR 97224 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . TWO DUCTLESS HEAT PUMP SYSTEMS Permit Fee . . . . 79.60 Plan Check Fee .00 '\ Issue Date . . . 2/10/14 Valuation . . . . 0 Expiration Date 8/09/14 } Qty Unit Charge Per Extension BASE FEE 50.00 2.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 29.60 ----------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit Fee Total 79.60 79.60 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 79.60 79.60 .00 .00 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. Date 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 Stemwall 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/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /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: Parkin /Li htin ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/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 PREPARED 2/10/14 , 9 : 07 : 34 PAYMENTS DUE RECEIPT CITY OF PORT ANGELES PROGRAM BP820L ---- ----- ------------ - - - -- -- ------------- - ----- -- -------------------------- APPLICATION NUMBER: 14-00000144 1114 GEORGIANA ST FEE DESCRIPTION AMOUNT DUE ----- ---- - ----------- - -------------------- - --- ------------ - - -- --- - - ---- ---- MECHANICAL PERMIT 79 . 60 TOTAL DUE 79 . 60 Please present this receipt to the cashier with full payment . ,J i r r,�� A i. Al CrYv aF � y ForCity Usea.VN A rt.S K' 1 N ' P Q Permit# Date.Received: 321E 5tKStr.eet Date Approved 36 Port•Angeles,WA.98 - ��---- P;360-417 4817 F 360 417-4711. Ematl ermt -,gci BVLDING . ,PERMIT;APPLICATIQN Pr6ject:Address: J ! ( 74W -A . cf r7 Phone: - Primag Contact: Email: Name / Phone ?j PropertyP vpl �� 2 Mailing Address .- Email Owner C%ity _ ! 6,.). State Zip Name p } hone �� d -160G Contractor Addr ss Email , Information cid It ty t'Q ()_i_ ZZ state Zip C- ZZ Contractors t.icense# 17 K e— P Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) % Residential ❑ Commercial Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following fill out both pages of hermit application: (check .New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement FZ appropriate) Mechanical 11 Plumbing ❑ Other ❑ Fire Sprinkler System? Irrigation System? Proposed Bathrooms Proposed Bedrooms Yes ❑ No . 13Yes 13No ❑ Project Description H )P-J) ." M 6 r >=t> ^-7 1 As.project in a Flood Zone: Yes ❑ No❑ 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 t withdraw the application before the permit is issued.- I understand that if the permit is not picked up/issued within t8o days of submittal,the application will be considered abandoned and the fees will be forfeited. P I i Date. ' Print Name i Ir '' Si nature +'3, - C":-0 of Put Angeles - Nspoint PPS 32i E Citi S•1 SALES' SLIP *::l; ,02t1 gyp?: Op DraweP; I Date. DlV1431 'receipt nn-. 140.80 3e:, no. 1423172 It 90 000i `ms Pena '_012649 Circ i;oa 'H;f*M,',l{;.*ng3-,5402 Ca1`ii i ypea JISR CARD ICE ES N,i.r, code. 68',5E7C t OITI. OF IPORT PN — .a'Ge; 2/-5114 T.;_,e, 09 +#''f r MER RECE717 URe, R_f,;;ITS Typ2. C; Deur,:'..: Yu;�ue14 Xtale $7160 Da:,e.- 2110,`.4 v. c2_ut no. 2.4080 r'r1 Com" 11 7C 'c r 1e'al ir:m.be' Ri.'.64ntt CR,,�r,ULa�`R NU�L�DGES „�CEIiT OF GOODS hf,�: F 0tc5itIC T„+�� ANENT CIt�Er ,kE_ 9 N�+k TIrTRL .�~irU.lel r•�17u`, }�!'.J Rr'.'li�_J� TU 'E.i Q1% � '�^ .iLUi4lil��i�rJT TELZ :_;c' :7:tS SIT FORTH 1;. 1'r CARD.- :'Un T AZELwS •:R 9"362 :j`_DE R'S AG:tCci,E�T SIT;; TnE ';sCLR. E hILDING PERMITS $79.65 ra% i'I'uEL S - 15:13 *2 RIF CEFO T INC S;.LnatjTs PARKER DEUELUC�IENT CUSTCME:z Crr,r Ill4 G""'"""" S-11 14-144 Tender detail U'' CREDIT CARD 879.60 Tota: teL,,'ered 8703.50 'Ota? pc�yE:en'� ;ii9.a9 ;Pans date; 2/:u/14 Thie, 3oic F,G ii THAE YSU FOR YOUR C:AYNiERIT ±F## FM, INgKIRI 3uc-4r(-3411 PRHS �.•