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HomeMy WebLinkAbout719 S Race St - BuildingApplication Number Application pin number Property Address ASSESSOR PARCEL NUMBER Application type description Subdivision Name Property Use Property Zoning Application valuation Application desc 5 circuits store Owner MC PHEE FRANCIS G A 911 E 8TH ST PORT ANGELES Permit Additional desc Permit pin number Permit Fee Issue Date Expiration Date Fee summary Permit Fee Total Plan Check Total Grand Total INSPECTION TYPE DITCH SERVICE ROUGH IN FINAL COMMENTS WA 983626420 10 00000358 650382 719 S RACE ST 06 30 00 0 2 2350 0000 ELECTRICAL ONLY COMMERCIAL NEIGHBORHOOD 0 Contractor ELECTRICAL ALTER COMMERCIAL 163717 83 90 4/13/10 10 /10 /10 ELECTRICAL PERMIT CITY OF PORT ANGELES 360 417 -4735 LINCOLN WIRING 1619 WEST 7TH STREET PORT ANGELES WA 98363 (360) 808 1757 Plan Check Fee Valuation Qty Unit Charge Per 1 00 73 5000 ECH EL BRANCH CIRCUIT WO /FEEDER 4 00 2 6000 ECH EL ECH ADDNT BRANCH CIRCUIT Charged Paid Credited 83 90 83 90 00 00 00 00 83 90 83 90 00 DATE 1 q 1 r64 Date 4/13/10 RESULTS 00 0 Extension 73 50 10 40 Due 00 00 00 Signature of owner or Electrical Contractor X Date INSPECTOR. CITY OF PORT ANGELES PERMIT APPLICATION Building Division/Electrical Inspections APR 1 3 �oQ9 321 East Fifth Street P O. Box 1150 Port Angeles Washington, 98362 Ph (360) 417-4735 Fax. (360) 417 -4711 Date. `1 b 1 2 Single Family Dwelling Multi Family or Commercial* Plan Review May Be Required Please Compl to Electric�al Plan Review Infor ation She t Job Address: rb �re ioo`S 6coNp 7)7 S S-f t Komar ?keC' l Building Square Footage: Description of above Owner Inform ion Name: G-i y� c r, Mails g Address t°7 IA.— 7TH -I City c-k Ln q State: tA-A Zip: 7R- 2 Phone:( m) —:1,'3 Fax: License Exp. Item Service /Feeder 200 Amp. Service /Feeder 201 -400 Amp. Service /Feeder 401 -600 Amp Service /Feeder 601 1000 Amp. Service /Feeder over 1000 Amp. Branch Circuit W/ Service Feeder Branch Circuit W/O Service Feeder Each Additional Branch Circuit Temp. Service/ Feeder 200 Amp. Temp. Service /Feeder 201 -400 Amp. Temp. Service /Feeder 401 -600 Amp. Temp. Service /Feeder 601 1000 Amp Portal to Portal Hourly Sign /Outline Lighting Signal Circuit/ Limited Energy First 1500 sf Commercial Note: $5.00 for each additional 1500 sf Signal Circuit/ Limited Energy 1 2 Family Dwelling Signal Circuit/ Limited Energy Multi- Family Dwelling Manufactured Home Connection Renewable Electrical Energy 5KVA System or Less Thermostat NEW CONSTRUCTION ONLY. First 1300 Square Ft. Each Additional.500 Square Ft. or Portion of Each Outbuilding or Detached Garage Each Swimming Pool or Hot Tub Unit Charge $119.90 145.50 204.60 262.20 372.50 2.60 73.50 2.60 92.70 $110.30 $148.70 $167.90 95.90 88.20 95.90 63.90 63.90 $119.90 $102.30 56.00 $110.30 35.20 73.50 $110.30 RECEM ELECTRICAL INSPECTIONS O� PURr 4 'L -4' l/ Commercial Addition Alteration Remodel Repair* Contra for Infprmation Name: Ante 1vt t(.4 A.4 Mailin Addr ss: I,G, )9 t- JT W 5Q City. leg State: ",ft Zip: R Fs3G Phone( -v> 1757 Fax: License Exp. o4-4 'c 70 177 y Qty Total (Qty Multiplied by Unit Charge $1. So b, t) Owner as defined by RCW 19.28 261 (1) Owner will occupy the structure for two years after this electrical permit is finalized (2) Owner is required tohire an electrical contractor if above said property is for sale, rent or lease. Permit expires after six months of last inspection After reading the above statement, I hereby certify that I am the owner of the above named property or a licensed electrical contractor I am making the electrical installation or alteration in compliance with the electrical laws, N E.0 RCW Chapter 19.28, WAC Chapter 296 -46B The City of Port Angeles Municipal Code, and Utility Specifications and PAMC 14 05 050 regarding Electrical Permit Applications. Signature of wn electrical contractor or electrical administrator 12 Cash Check Credit Card# Dated: J d' 0110112010 C ENGINEERING LAND SURVEYING WETLAND DELINEATION DEVELOPMENT CONSULTING 719 3 /086Z PO Box 2199 935 North Fifth Avenue Sequim WA 98382 (360) 681 -2161 Fax (360) 683 -5310 Toll Free (888) 681 -2161 t( 4‹:$16. CO4 *CO '1413.:ViiSe66 °VC° t°1#11: cs e) be C c 6 s C�'. im ps e d a to, \\vP- X01` 1 0300 1/1* ENGINEERING LAND SURVEYING WETLAND DELINEATION DEVELOPMENT CONSULTING 1 1 1 1 I t 063000 TOOTING- 102998 *CUM FORK OFFICE October 1998 Foundation Design for a Steel Building Prepared for Mr Frank McPhee Clark Land Office PLLC PO Box 2199 935 North Fifth Avenue Sequim, WA 98382 (360) 681 2161 Fax (360) 683 5310 Toll Free (888) 681 2161 I EXPIRES 8 -25 -99 I 1 GENERAL NOTES 1 THESE FOUNDATION DETAILS WERE PREPARED FOR A STEEL BUILDING AS DESIGNED BY MR. JOHN KLIETHERM£S, JR. PE, OF MIRACLE STEEL STRUCTURES, INC. AND DEPICTED ON A PLAN SET AND CALCULATIONS DATED 10/15/98, FOR MR. FRANK MCPHEE, FOR ERECTION AT THE NORTHEAST CORNER OF THE INTERSECTION OF 8TH AND RACE STREETS IN PORT ANGELES, WASHINGTON. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 THE CONTRACTOR OR OTHER USER OF THESE PLANS IS ENCOURAGED TO CONTACT THE FOUNDATION ENGINEER. DAVID HANNA, PE, OF CLARK LAND OFFICE, 9J5 NORTH FIFTH AVENUE, S£QUIM, WASHINGTON 98382, PHONE 360- 681 -2161 FOR QUESTIONS ABOUT INTERPRETATION, CONFLICTS, OR APPARENT ERRORS AND /OR OMISSIONS WITH REGARD TO THESE PLANS. THERE WILL BE NO CHARGES FOR SUCH QUESTIONS REGARDING THESE PLANS. WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 1994 UBC (OR EDITION CURRENTLY ADOPTED BY THE BUILDING OFFICIAL). EXTERNAL DIMENSIONS OF THE FOUNDATION, SIZE, TYPE, AND PLACEMENT OF ANCHOR BOLTS AND COLUMN BASEPLATES, ALIGNMENT OF BAYS (FOR PLACEMENT OF CONTROL JOINTS), AND SIMILAR INFORMATION SHALL BE TAKEN FROM THE DRAWING TITLED "ANCHOR BOLT SETTING PLAN" PREPARED BY MIRACLE STEEL STRUCTURES, INC. FOR MR. FRANK MCPHEE. CONCRETE SHALL BE 3.000 PSI COMMERCIAL CONCRETE. UNLESS OTHERWISE REQUIRED BY THE PORT ANGELES BUILDING OFFICIAL, SPECIAL INSPECTION OF THIS CONCRETE IS NOT EXPECTED (SEE 1994 UBC 1701.5.1.3). THIS FOUNDATION WAS DESIGNED BASED ON BEARING, LATERAL, AND UPLIFT REACTIONS SHOWN ON PAGE I OF PLAN SET PREPARED BY MIRACLE STEEL STRUCTURES, INC. AND DATED 10/15/95. ASSUMED SOIL BEARING CAPACITY 500 PSF ASSUMED PASSIVE SOIL PRESSURE FOR LATERAL LOADING 200 PCF EQUIVALENT FLUID PRESSURE (LB /SF /FT OF DEPTH). COEFFICIENT OF SLIDING FRICTION FOR LATERAL SLIDING 0.35. DETAILS, METHODS. ETC. NOT SPECIFIED ON THESE PLANS SHALL CONFORM TO THE CURRENT EDITION OF THE ACI CODE. WORKMANSHIP ESPECIALLY HOT AND COLD WEATHER CONCRETING AND CONCRETE FINISHING, SHALL BE PER THE REQUIREMENTS OF THE CURRENT EDITION OF THE ACI CODE. TRENCHES UNDER THE SLAB FOR PIPES, CONDUITS, AND SIMILAR UTILITIES SHALL BE BACKFILL£D WITH PEA GRAVEL OR CLEAN, WASHED SAND. THE USE OF OTHER BACKFILL MATERIALS SUCH AS COMPACTED NATNE OR IMPORTED MATERIAL IS SPECIFICALLY EXCLUDED. THIS DESIGN WAS PREPARED WITH THE ASSUMPTION THAT THE SUBGRADE FOR THE SLAB IS NOT SUBJECT TO SATURATION OR SIMILAR MOISTURE PROBLEMS. IF EVIDENCE OF SUCH IS ENCOUNTERED DURING CONSTRUCTION, CONTACT THE DESIGN ENGINEER. DAVID HANNA, PE, OF CLARK LAND OFFICE, 935 NORTH FIFTH AVENUE. SEQUIN, WASHINGTON 98382, PHONE 360 -681 -2161 FOR GUIDANCE ON HOW TO PROCEED. UNLESS OTHERWISE DIRECTED BY THE OWNER, THE SLAB SHALL BE FINISHED WITH A STEEL TROWEL FINISH IN ACCORDANCE WITH THE BEST PRACTICES OF THE TRADE. ON ME UNR£OUCEO ORAWMC MIS RECTANGLE /5 ONE INCH SQUARE REVISIONS DATE DESCRIPTION END FOOTING PER DETAIL -OR 22 OR 2 ?1 DETAIL NUMBER DETAIL REFERENCES \A BALLOON REFERENCES TO DETAILS INCLUDE TWO 1 NUMBERS. THE BOTTOM NUMBER IS THE NUMBER OF THE PAGE WHERE THE DETAIL MAY BE FOUND. THE TOP NUMBER IS THE NUMBER OF THAT DETAIL. PACE NUMBER A STEEL BUILDING FOUNDATION PLAN PREPARED FOR: MR FRANK McPHEE L SIDE FOOTING PER DETAIL 7 AT OR j OR SCALE. 1/4 I N. SPECIAL NOTES ON SHEET 2 FOR SLAB THICKNESS AND REINFORCING SIDE FOOTING PER DETAIL CALL 48 HOURS BEFORE YOU DIG 1- 800 -424 -5555 FOR UNDERGROUND UTILITY LOCATE SERVICE STEEL BUILDING FOUNDATION PLAN PREP ew fre MR. HUNK McPHEE END FOOTING PER DETAIL 1 OR 0 ENGINEERING LAND SURVEYING WETLAND DELINEAMVON DEVELOPMENT CONSULTING EXPIRES 8 -25 -99 SHEET 1 LAND: :305 TSO" om: E 5.q,.,.. 911.187. LTeuYael_71n1 SPECIAL NOTES T CONTROL JOINTS MA DE OMITTED AT THE OPTION OF *HE OWNER SINCE THEIR FUNCTION IS PURELY COSMETIC. WITI TOUT CONTROL JOINTS, RANDOM AND ERRATIC CRACKING CAN BE EXPECTED. THE USE ')F CONTROL JOINTS, ESPECIALLY DEEP JOINTS MADE WITH FORMED MATERIAL, WILL GREATLY REDUCE, BUT NOT ELIMINATE, THE POTENTIAL FOR SUCH TO OCCUR. DEPTH AND REINFORCING OF THE CONCRETE SLAB IS TO BE SELECTED BY THE OWNER FROM THE FOLLOWING TYPES, BASED ON COST AND DESIRED PERFORMANCE. THE OWNER SHOULD CONSULT WITH THE CONTRACTOR(S) IN MAKING THIS DECISION. TYPE 1 4 CONCRETE DEPTH (CONTROL JOINTS RECOMMENDED) BUT NO REINFORCING. THIS TYPE IS RECOMMENDED WHERE COST IS THE OVERRIDING CONCERN, ONLY LIGHT WHEEL LOADING WILL OCCUR, AND THE POTENTIAL FOR EXTENSIVE CRACKING, ESPECIALLY UNDER HEAVY LOADINGS, CAN BE TOLERATED THE USE OF CONTROL JOINTS CAN HELP REDUCE, BUT NOT ELIMINATE. RANDOM CRACKING. TYPE 6 CONCRETE DEPTH (CONTROL JOINTS RECOMMENDED) BUT NO REINFORCING. THIS TYPE IS RECOMMENDED WHERE COST IS IMPORTANT YET ADDITIONAL LOAD BEARING CAPACITY IS DESIRED AND WHERE THE POTENTIAL FOR SOME CRACKING CAN BE TOLERATED ESPECIALLY UNDER HEAVY INDUSTRIAL LOADINGS. THE USE OF CONTROL JOINTS CAN HELP REDUCE, BUT NOT ELIMINATE, THE POTENTIAL FOR RANDOM CRACKING TYPE 3 4 CONCRETE DEPTH WITH 6" 6' 10/10 WELDED WIRE MESH (WWM) REINFORCING CENTERED IN SLAB WITH CONTROL JOINTS HIGHLY RECOMMENDED BETWEEN MATS OF MESH. THIS TYPE IS RECOMMENDED WHERE SOMEWHAT HIGHER COST IS ACCEPTABLE AND GOOD RESISTANCE TO CRACKING IS DESIRED TYPE 4 6 CONCRETE DEPTH WITH 6' 6 10/10 WELDED WIRE MESH (WWM) REINFORCING CENTERED IN SLAB WITH CONTROL JOINTS HIGHLY RECOMMENDED BETWEEN MATS OF MESH. THIS TYPE IS RECOMMENDED WHERE HIGHER COST IS ACCEPTABLE AND GOOD RESISTANCE TO CRACKING AND GREATER LOAD BEARING CAPACITY IS DESIRED, TYPE 5 6 CONCRETE DEPTH WITH /4 GR -40 BARS AT 15" BOTH WAYS, CENTERED IN SLAB. THIS TYPE IS RECOMMENDED WHERE EXCELLENT RESISTANCE TO CRACKING AND HIGH LOAD BEARING CAPACITY ARE DESIRED CONTROL JOINTS ARE RECOMMENDED BETWEEN BAYS, AROUND PERIMETER WHERE DEPTH OF SLAB BEGINS TO THICKEN FOR FOOTINGS, AND AT OTHER POINTS WHERE STRESS MAY BE CONCENTRATED. FOOTING OPTION TO BE SELECTED BY OWNER. CONSULTATION WITH CONTRACTOR(S) IS HIGHLY RECOMMENDED IN MAKING THIS DECISION. OPTION A RECOMMENDED FOR USE WHERE SLAB AND FOOTINGS ARE TO BE POURED IN A SINGLE CONTINUOUS POUR. OPTION B RECOMMENDED FOR USE WHERE IT IS DESIRED TO CONSTRUCT THE BUILDING PRIOR TO POURING THE SLAB, GENERALLY TO AVOID WEATHER- RELATED PROBLEMS WHILE FINISHING THE SLAB. OPTION C RECOMMENDED FOR USE WHERE THE SLAB WILL NOT BE POURED UNTIL SOME TIME IN THE FUTURE, POSSIBLY MANY YEARS LATER. THE DEGREE OF SUBGRADE PREPARATION IS TO BE SELECTED BY THE OWNER. AS A MINIMUM, THE SLAB 15 TO BE POURED ON UNDISTURBED, NATIVE SOIL OR ON CLEAN, FREE DRAINING, GRANULAR SOIL COMPACTED TO 95Z OF STANDARD PROCTOR DENSITY CLEAN PEA GRAVEL OR WASHED SAND MAY BE USED FOR LEVELING PURPOSES. WHEN ADDITIONAL SUBGRADE PROTECTION (RECOMMENDED WHERE BETTER PROTECTION AGAINST INTRUSION OF SOIL MOISTURE THROUGH THE SLAB IS DESIRED) IS ORDERED BY THE OWNER, THE SUBGRADE SHALL BE PREPARED AS FOLLOWS. AFTER LEVELING THE SUBGRADE, PLACE A MINIMUM OF 1 OF CLEAN SAND. COVER THE SAND WITH 6 MIL VAPOR BARRIER (12" LAPS AT JOINTS). PLACE AN ADDITIONAL 1 OF CLEAN SAND OVER THE VAPOR BARRIER AND POUR THE SLAB. i ANCHOR BOL TS 0 TYPICAL CONCRETE REINFORCEMENT AT INTERIOR COLUMN POINTS 12 LONG /4 CR -40 BAR 0 ANCHOR BOLTS 12" LONG /4 GR -40 BAR ADDITIONAL REINFORCING BARS AT COLUMNS (SHOWN IN THIS DETAIL) ARE TO BE PLACED BETWEEN 3" AND 6" BELOW THE BOTTOM OF THE COLUMN BASEPLATE FOR OPTION A AND C FOOTINGS AND BETWEEN 6" AND 9" BELOW THE BOTTOM OF THE COLUMN BASEPLATE FOR OPTION B FOOTINGS. 18" LONG /4 GR -40 BAR 0 O ADDITIONAL REINFORCING BARS AT COLUMNS (SHOWN IN THIS DETAIL) ARE TO BE PLACED BETWEEN 3' AND 6' BELOW THE BOTTOM OF THE COLUMN BASEPLATE FOR OPTION A AND C FOOTINGS AND BETWEEN 6" AND 9" BELOW THE BOTTOM OF THE COLUMN BASEPLATE FOR OPTION B FOOTINGS. 30' LONG /4 GR -40 BAR BENT INTO 12' AND I8 SIDES AS SHOWN TYPICAL CONCRETE REINFORCEMENT AT CORNER COLUMN POINTS 1 ADDITIONAL REINFORCING AT COLUMNS 2 ON THE UNREDUCED DRAWING THI RECTANGLE IS ONE INCH 0UARE NO SCALE REVISIONS DATE DESCRIPTION 3'- I 3' -1 (MAX) //3 TIES AT 24 PORTION OF FOOTING IMMEDIATELY UNDER COLUMN BASEPLATE TO BE EXTENDED UP TO BOTTOM OF BASEPLATE. DIMENSIONS OF RAISED SECTION TO MATCH BASEPLATE. THIS PORTION POURED CONTINUOUS WITH SLAB 9 '(MAX) 6 —1 -9 Q I 21:-1 N, I P� /a 3 -1 I 4 /3 TIES AT 24 oc --1 -9 9' (MAX) DETAIL NUMBER a PAGE NUMBER DETAIL REFERENCES SIDE FOOTING 2 BALLOON REFERENCES TO DETAILS INCLUDE TWO NUMBERS. THE BOTTOM NUMBER IS THE NUMBER. OF THE PAGE WHERE THE DETAIL MAY BE FOUND. THE TOP NUMBER IS THE NUMBER OF THAT DETAIL. OPTION A SLAB POURED CONTINUOUS WITH THICKENED EDGE FOOTINGS CONTROL JOINT CONTINUOUS AROUND BUILDING AT BREAK IN CONCRETE THICKNESS CONTROL JOINT Q CONTINUOUS AROUND BUILDING AT EREAK IN CONCRETE -THICKNESS /11,11/=/// SEE GENERAL NOTE ,1 REGARDING DEPTH AND REINFORCEMENT OF CONCRETE SLAB /4, GR -40 BARS, CONTINUOUS AROUND PERIMETER OF BUILDING (18' MIN LAPS) 2 A 1 SIDE FOOTING 2 4 B1 SIDE FOOTING BACKFILL UNDER SLAB PER ADDITIONAL REINFORCING TO BE INSTALLED AT COLUMNS PER 2 BACKFILL UNDER SLAB PERA ADDITIONAL REINFORCING TO BE INSTALLED AT COLUMNS PER SEE GENERAL NOTE 0 REGARDING DEPTH AND REINFORCEMENT OF CONCRETE SLAB L, /4, GR -40 BARS, CONTINUOUS J AROUND PERIMETER OF BUILDING —I -9" (18 MIN LAPS) SEE GENERAL NOTE REGARDING DEPTH AND REINFORCEMENT OF CONCRETE SLAB ADDITIONAL REINFORCING TO BE INSTALLED AT COLUMNS PER 7 I /4, CR -40 BARS, CONTINUOUS AROUND PERIMETER OF BUILDING (18" MIN LAPS) SCALE. 1 /2' 1 OPTION B SLAB POURED OVER FOOTINGS SCALE. 1/2" 1 OPTION C SLAB POURED MUCH LATER THAN FOOTINGS` BACKFILL UNDER I 4 SLAB LAB P ERQ SCALE. 1/2' 1 i I �9 1 CALL 48 HOURS BEFORE YOU DIG 1- 800 424 -5555 FOR UNDERGROUND UTILITY LOCATE SERVICE 9 (MAX) /3 TIES AT 24 PORTION OF FOOTING IMMEDIATELY UNDER COLUMN BASEPLATE TO BE EXTENDED UP TO BOTTOM OF BASEPLATE. DIMENSIONS OF RAISED SECTION TO MATCH BASEPLATE. THIS PORTION POURED CONTINUOUS WITH SLAB I BACKFILL UNDER -1. 1..1 I 4 SLAB PER 9 "(MAX) T/1=//// 41 I I /fin 6''-' ADDITIONAL REINFORCING TO BE i INSTALLED AT COLUMNS PER0 /4, GR -40 BARS, CONTINUOUS 2 —1 -6 AROUND PERIMETER OF BUILDING —1 -9`;_ (18' MIN LAPS) i 9 9 (MAX) 2a /I/ II/ =//r- k =///,f /3 TIES AT 24" A2 END FOOTING 2 B2� END FOOTING 2 CONTROL JOINT Q CONTINUOUS AROUND BULDING AT BREAK IN —I -6 CONCRETE THICKNESS —1 -9 7/I=II/=J/I I ADDITIONAL REINFORCING TO BE INSTALLED AT COLUMNS PER T ,/4, GR -40 BARS, CONTINUOUS AROUND PERIMETER OF BUILDING (15' MIN LAPS) CGNTROL JOINT Z\ CONTINUOUS AROUND BUILDING AT BREAK IN CONCRETE THICKNESS C2' END FOOTING 2 /1 STEEL BUILDING FOUNDATION PLAN r Ra) Mt MR. FRANK McPHEE SEE GENERAL NOTE REGARDIN, DEPTH AND REINFORCEMENT OF CONCRETE SLAB BACKFILL UNDER SLAB PER SEE GENERAL NOTE REGARDING DEPTH AND REINFORCEMENT OF CONCRETE SLAB SEE GENERAL NOTE 0 REGARDING DEPTH AND REINFORCEMENT OF CONCRETE SLAB BACKFILL UNDER SLAB PER Z\ ADDITIONAL REINFORCING TO BE INSTALLED AT COLUMNS PER� /4 GR -40 BARS, CONTINUOUS 2 J AROUND PERIMETER OF BUILDING (18' MIN LAPS) WETLAND DELINEATION DEVELOPMENT CONSULTING 11 EXPIRES 8 -25 -99 SHEET 2 ENGINEERING 1.., '1 Poe 2199 LAND SURVEYING 1C... OFFIC -',1 Segvim, WA 98382 E4 -1 (360) 681 -2161 Project Steel Building for Mr Frank McPhee Date 10 -29 -98 FOOTING DIMENSIONS Length Width Depth DESIGN VALUES DESIGN LOADS SIDE FOOTING DESIGN 144 inches 24 inches 37 inches Coefficient of Sliding Friction Weight of Concrete Passive Soil Pressure (lateral) Max finish floor height above surrounding grade Maximum Soil Bearing Pressure Load Factors Dead Load Live Load Wind Load Factored Loads (kips) Bearing 11 93 kips Uplift 6 76 kips Lateral 10 78 kips Page 1 of 4 12 00 ft, perpendicular to lateral loading 2 00 ft 3 08 ft, from finish floor to bottom of footing 0 35 150 lbs /cu ft 200 lbs /cu ft /ft equivalent fluid pressure 0 75 ft 500 psf 1 2 1 6 1 3 Dead Load Live Load Wind Load Reactions (lbs) Bearing 1740 6150 0 Uplift 0 0 5200 Lateral 470 2800 4410 Factored Loads (lbs) Bearing (1740 x 1 20) (6150 x 1 6) (0 x 1 3) 11928 lbs Uplift (0 x 1 20) (0 x 1 6) (5200 x 1 3) 6760 lbs Lateral (470 x 1 20) (2800 x 1 6) (4410 x 1 3) 10777 lbs UPLIFT LATERAL BEARING To resist uplift will require that the footing have a minimum concrete volume of 6760 lbs factored uplift 150 lbs /cu ft concrete 45 07 cu ft Final footing size is 12 00 ft long x 2 00 ft wide x 3 08 ft deep Final Volume 12 00 ft x 2 00 ft x 3 08 ft 74 00 cu ft x 150 pcf conc Weight of final footing The weight of the final volume of concrete in the footing will provide a lateral resistance of 11100 lbs x 0 35 The dead load weight (applying a load factor of 0 80) of the structure will provide a lateral resistance of 1740 lbs x 0 80 x 0 35 Total lateral resistance provided by sliding friction Remaining lateral force to be resisted by passive soil pressure 10777 lbs 4372 lbs To resist this remaining lateral force of 6405 lbs with a 12 00 ft long footing will require that the footing extend into the soil a minimum depth equal to SQRT(2 x 6405 12 00 200) This will require a total footing depth of 2 31 ft 0 75 ft To resist a factored vertical load of 11928 lbs with a 12 00 ft long footing and an assumed allowable soil pressure of 500 lbs requires a footing width of Date 10 -29 -98 Page 2 of 4 11100 lbs 3885 lbs 487 lbs 4372 lbs 6405 lbs 2 31 ft 3 06 ft 11928 12 00 500 1 99 ft FOOTING DIMENSIONS Length Width Depth DESIGN VALUES DESIGN LOADS END FOOTING DESIGN Page 3 of 4 108 inches 21 inches 21 inches Coefficient of Sliding Friction Weight of Concrete Passive Soil Pressure (lateral) Max finish floor height above surrounding grade Maximum Soil Bearing Pressure Load Factors Dead Load Live Load Wind Load Factored Loads (kips) Bearing 4 50 kips Uplift 2 21 kips Lateral 2 21 kips Date 10 -29 -98 9 00 ft, perpendicular to lateral loading 1 75 ft 1 75 ft from finish floor to bottom of footing 0 35 150 lbs /cu ft 200 lbs /cu ft /ft equivalent fluid pressure 0 75 ft 500 psf 1 2 1 6 1 3 Dead Load Live Load Wind Load Reactions (lbs) Bearing 340 2560 0 Uplift 0 0 1700 Lateral 0 0 1700 Factored Loads (lbs) Bearing (340 x 1 20) (2560 x 1 6) (0 x 1 3) 4504 lbs Uplift (0 x 1 20) (0 x 1 6) (1700 x 1 3) 2210 lbs Lateral (0 x 1 20) (0 x 1 6) (1700 x 1 3) 2210 lbs UPLIFT LATERAL BEARING To resist uplift will require that the footing have a minimum concrete volume of 2210 lbs factored uplift 150 lbs /cu ft concrete Final footing size is 9 00 ft long x 1 75 ft wide x 1 75 ft deep Final Volume 9 00 ft x 1 75 ft x 1 75 ft The weight of the final volume of concrete in the footing will provide a lateral resistance of 4134 lbs x 0 35 1447 lbs The dead load weight (applying a load factor of 0 80) of the structure will provide a lateral resistance of 340 lbs x 0 80 x 0 35 Total lateral resistance provided by sliding friction Remaining lateral force to be resisted'by passive soil pressure 2210 lbs 1542 lbs To resist this remaining lateral force of 668 lbs with a 9 00 ft long footing will require that the footing extend into the soil a minimum depth equal to SQP.T (2 x 668 9 00 200) This will require a total footing depth of 0 86 ft 0 75 ft To resist a factored vertical load of 4504 lbs with a 9 00 ft long footing and an assumed allowable soil pressure of 500 lbs requires a footing width of Date 10 -29 -98 Page 4 of 4 14 73 cu ft 27 56 cu ft x 150 pcf conc Weight of final footing 4134 lbs 95 lbs 1542 lbs 668 lbs 0 86 ft 1 61 ft 4504 9 00 500 1 00 ft GENERAL NOTES Structre Type. Straightwall Structure Designation 36 -10 Width Eave Height Length Building Area Bay Spacing Roof Pitch /12 Purlin Size Girt Size DESIGN CODE Design Wind Pressure Design Roof Load Design Dead Load MATERIAL DATA Structural Steel Rods and flats Light Gauge Steel High Strength Bolts Lumber (By Customer) 36 ft 10 ft 60 ft 2160ft2 12 ft 4 2X6 2X6 Purlin Spacing Girt Spacing UBC 1997 UNIFORM BUILDING CODE DESIGN AND LOADING CRITERIA Construction Type Wind Criteria Wind velocity Exposure Category Wind Importance Snow Criteria Ground Snow Load Snow Exposure Ce Thermal Condition Seismic Criteria Seismic Zone 3 Seismic Importance 1 =1 0 V —N UBC 1997 90 mph C Open Terrain /w =1 0 UBC 1997 20 psf Normal UBC 1997 23 psf 30 psf 5 psf CODE OF PRACTICE METAL BUILDING MANUFACTURERS ASSOCIATION Low Rise Building Systems Manual 1996 (MBMA) 2 ft 2 ft Snow Importance 1 =1 0 ASTM A529 50 ksi ASTM A529 50 ksi ASTM A446 Grade B up to 048 ASTM A446 Grade D over 048 thickness ASTM A325 WWPA Visualy Graded Douglas— Fir —Larch #2) or equivalent Sheeting Metal Sales Pro —Panel 11 29ga or equiv FABRICATION Miracle Steel Corporation is a recognized ICBO Fabricator per Evaluation Report #FA -359 DESIGN NOTES. 1 Design of steel members per the appropriate sections of the AISC and AISI design manuals 2 All trusses and endwall columns must be laterally braced as indicated on the drawings 3. The lateral stability of the trusses and columns has been assumed to be provided by the attached sheeting and siding materials. 4 The foundation is the responsibility of the customer and shall be designed by a registered engineer to meet local soil conditions and to support the design vertical and lateral forces 5 The lateral displacement of the building under Wind Load limited to h /120 6 Inspection of A325 bolts per UBC Section 1701 5.6 (1997 EDITION) 7 Use temporary bracing during erection to ensure framework stability until all components installed 8. See Assembly Guide for erection procedures, requirements and recommendations. TRUSS EN DWALL EXPIRES 33459 ONAL mom .122/3 Truss Reactions DL Max. Vertical I 174 Max. V (uplift n/a Max. Shear I 0.47 (kips) 'Live Loadl Wind Load n/a 6.15 I 5.2 2.8 I 4 41 Max. Endwall Reactions (kips) Max. Vertical I Max. V (uplift n/a I Max. Shear I n/a I 0 Igo n/a n/a n/a DL 'Live Loadl Wind Load 0.34 I 2.56 I n/a I 17 I 17 CUSTOMER: LOCATION: DRAWING NUMBER: I PAGE 1 MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY B A SCALE. 1"=6'-6" DRAWN 1 0/7/98 FRANK MCPHEE PORT ANGELES, WA 415620 -GN ORDER NUMBER: 415620 I COPYRIGHT 1998 MIRACLE STEEL CORPORATION ISO V ETRIC ELEVATIO\ CUSTOMER: LOCATION: DRAWING NUMBER: COPYRIGHT m 1998 PAGE 2 MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERiOWN, SD 57201 DRAWN BY. SCALE. DRAWN DATE. B A 1= 5- 6 10/7/98 FRANK MCPHEE PORT ANGELES, WA 4 ORDER NUMBER: 15620 -ISO 415620 0 MIRACLE STEEL CORPORATION 11' -7 1/2" w Li 0 0 0 ro m 1 RIGID FRAME BRACING (TYP) 0 12' -0" (TYP) 2 L- 2 BAYS 11' -7 1/2" 3 BAYS 12' -0" 59' -3" 0/0 OF COLUMNS J VERTICAL X— BRACING (TYP) 2 x 6 PURLINS 2' -0" C/C PAGE 3 MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY B A SCALE. 1 5' O" DRAWN /7/ CUSTOMER: LOCATION: DRAWING NUMBER: FRANK MCPHEE PORT ANGELES, WA 415620 —FP ORDER NUMBER: 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION PROVIDE PURLIN CONNECTION TO TRANSFER WINDLOAD FROM ENDWALL FRO\TWAL_ ELEVAT 0\ f 36' -6 1/8" REARWA_L E_EVAT 0\ 10' -0" x 8' -0" OPENING BY OWNER (4 PLACES) RIGID FRAME WIND BRACE (TYP) S DEWAL_ ELEVAT ON 10' -0" x 8' -0" OPENING BY OWNER 60' -2" S DEWA_L 2 E_EVAT 0\ r te I U f is t:?. (0 if 59 S �^IS�R G NAL 1` EXPIRES S(22 `cleiI j MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY. SCALE. DRAWN DATE. "=7'-6" 10/7/98 CUSTOMER: LOCATION: DRAWING NUMBER: WIND BRACING 5/8" DIA (TYP) i PAGE 4 FRANK MCPHEE PORT ANGELES, WA 415620—EL ORDER NUMBER: 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION 1 1/2" x 1 1/2" x 3/16" DOUBLE ANGLES 2 x 6 PURLINS (TYP) 2 x 6 GIRTS (TYP) 1 1 2 x 1 1 2 x 3/16" DOUBLE ANGLES TRUSS A X 10 20" 1 1/2" x 1 1/2" x 3/16" DOUBLE ANGLES 3/4" DIA ROOF DOUBLER (TYP) 3/4" DIA (2) 1 1/2" x 1 1/2" x 3/16" ANGLES 2" x 2" x 3/16" DOUBLE ANGLES 5/8" DIA LEG DIAGONAL (TYP) 5/8" DIA LEG DOUBLER (TYP) INDICATES THE LOCATION OF 1" x 1" x 1/8" ANGLE STRAP 45 EACH SIDE TO PURLINS OR GIRTS SYMMETRICAL ABOUT CENTERLINE OF TRUSS 3/4" DIA ROOF DIAGONAL (TYP) 35' -7" 0/0 OF TRUSS EXPIRES 3/22/q9 I O CUSTOMER: LOCATION: DRAWING NUMBER: PAGE 5A 1 In N I I Q MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE. DRAWN DATE. 3, -0" 10/7/98 FRANK MCPHEE PORT ANGELES, WA 415620 -TR 1 ORDER NUMBER: 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION 2 x 6 PURLINS (TYP) 2 x 6 GIRTS (TYP) 1 1/2" x 1 1/2" x 3/16" DOUBLE ANGLES TRUSS B 1 1/2" x 1 1/2" x 3/16" DOUBLE ANGLES -•10 SYMMETRICAL ABOUT CENTERLINE OF TRUSS 20" 5/8" DIA LEG DOUBLER (TYP) 3/4" DIA ROOF DIAGONAL (TYP) 1 1/2" x 1 1/2" x 3/16" DOUBLE ANGLES 3/4" DIA ROOF DOUBLER (TYP) 3/4" DIA (2) 1 1/2" x 1 1/2" x 3/16" ANGLES 2" x 2" x 3/16" DOUBLE ANGLES 5/8" DIA LEG DIAGONAL (TYP) INDICATES THE LOCATION OF 1" x 1" x 1/8" ANGLE STRAP 45 EACH SIDE TO PURLINS OR GIRTS 35' -7" 0/0 OF TRUSS I PAGE 5B MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY B A SCALE 1 3 0 DRAWN 0/7/98 CUSTOMER: LOCATION: DRAWING NUMBER: FRANK MCPHEE PORT ANGELES, WA 4 ORDER NUMBER: 15620 -TR2 415620 0 COPYRIGHT 1998 MIRACLE STEEL CORPORATION 2 x 6 WOODEN PURLINS Ca? 2' -0" C/C BY OWNER 14 GA FLAT STRAP BRACE (TYP) DOUBLE GIRTS (TYP) 2 x 6 WOODEN GIRTS C�? 2' -0" C/C BY OWNER FRO \T E IWA C8 -14 GA RAFTER (TYP) C8 -14 GA COLUMN (TYP) I I 7./ 1 1 -8" 12' -0" 35' -7" 0/0 OF COLUMNS 'EXPIRES 3/2 2 /q/ 9 11' -8" COLUMN TO GIRT BRACE 6' -0" C/C (TYP ALL INNER COLUMNS) PAGE 6 N CN O C0 I I Cr) Cn MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE. DRAWN DATE. =3 —0 10/7/98 CUSTOMER: FRANK MCPHEE LOCATION: PORT ANGELES, WA DRAWING NUMBER: 415620—FE ORDER NUMBER: 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION 14 GA FLAT STRAP BRACE (TYP) C8 -14 GA COLUMN (TYP) I DOUBLE GIRTS (TYP) 2 x 6 WOODEN GIRTS C�? 2' -0" C/C BY OWNER gek REAR E N DWA 2 x 6 WOODEN PURLINS 2' -0" C/C BY OWNER C8 -14 GA RAFTER (TYP) 1 1' -8" 12' -0" 35' -7" 0/0 OF COLUMNS 1 1' -8" COLUMN TO GIRT BRACE 6' -0" C/C (TYP ALL INNER COLUMNS) EXPIRES i22/9q PAGE 7 N 0 0 I MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE. DRAWN DATE. =3 -0 10/7/98 CUSTOMER: FRANK M C P H E E LOCATION: PORT ANGELES, WA DRAWING NUMBER: 415620-RE 1 5620 -RE ORDER NUMBER: `t 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION GIRT CLIP GIRT 3/4" x 1 3/4" BOLTS (TYP) GIRT TRUSS LEG CONNECTION PURLIN 2 1/2" x 2 1/2" x 5/16" CONNECTION ANGLES EAVE CONNECTION TRUSS LEG 3/4" ANCHOR BOLT (TYP) PURLIN ANCHOR BOLT TRUSS LEG FLOOR LEVEL WIND BRACE TAB 3/4" x 1 3/4" BOLTS (TYP) 2 1/2" x 2 1/2" x 5/16" CONNECTION ANGLES PEAK CONNECTION 1 1/2" x 1 1/2" x 3/16" THK ANGLE THREADED ROD PIPE SLEEVE 5/8" DIA ROD WIND BRACING CONNECTION TRUSS TRUSS STABILIZER EAVE LINE TRUSS LEG EXPIRES a 122 c7 j WOOD GRIP SCREW (TYP) CUSTOMER: LOCATION: DRAWING NUMBER: 3/8" BOLT (TYP) I PAGE 8 PURLIN OR GIRT 1" x 1" x 1/8" ANGLE (TYP) TRUSS SETA _S MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE DRAWN DATE. B A 1 =1 -0 10/7/98 FRANK MCPHEE PORT ANGELES, WA 415620 -TD ORDER NUMBER: 415620 COPYRIGHT 1998 MIRACLE STEEL CORPORATION GIRT EAVE CONNECTION GIRT CLIP GIRT CORNER CONNECTION CORNER COLUMN C8 -14 GA CORNER COLUMN 3/4" ANCHOR GIRT BOLT (TYP) RAFTER GIRT CLIP II II PURLIN COLUMN CONNECTION SLEEVE COLUMN PEAK PLATE RAFTER COLUMN CONNECTION PEAK CONNECTION C8 -14 GA COLUMN 3/4" ANCHOR BOLT (TYP) PURLIN WOOD GRIP SCREW (TYP) SELF DRILLING SCREW (TYP) Rigs GIRT VDWA_L DRAWN BY CUSTOMER: LOCATION: DRAWING NUMBER: BA COPYRIGHT 1998 STABILIZER STABILIZER CONNECTION JETA _S MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD I PAGE 9 57201 SCALE. DRAWN DATE. 1 1 0 10/7/98 FRANK MCPHEE PORT ANGELES, WA 415620 -ED ORDER NUMBER: 415620 MIRACLE STEEL CORPORATION Y i C8 -14GA COLUMN RAFTER (TYP) E\ 3WA_- CO_U V 3 ETA _S CUSTOMER: LOCATION: DRAWING NUMBER: 1 PAGE 10 MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE. DRAWN DATE. =1 -0" 10/7/98 FRANK MCPHEE PORT ANGELES, WA 415620 -CD ORDER NUMBER: 415620 COPYRIGHT 1996 MIRACLE STEEL CORPORATION ,2 1/2" x 2 1/2" x 1/4" THK ANGLE 5/8" x 1 3/4" BOLTS (TYP) 3" x 8" x 3/16" TUBE CROSS BRACE 2 1/2" x 2 1/2" x 1/4" THK ANGLE RIGID FRAME LEG RIGID FRAME CROSS CONNECTION C8 x 11 5# RIGID FRAME LEG TRUSS LEG 3/4" ANCHOR BOLT (TYP) RIGID FRAME LEG CONNECTION ®1 RIGID FRAME CROSS BRACE I EXPIRES TRUSS LEG NAL a 012:21 I© WIND BRACING CONNECTION 12" 1 -10 R G FRAVE W \D BRACE SETA _S I PAGE 11 MIRACLE STEEL CORPORATION 600 OAKWOOD ROAD WATERTOWN, SD 57201 DRAWN BY SCALE. DRAWN DATE. =1 -0 10/7/98 CUSTOMER: LOCATION: FRANK MCPHEE PORT ANGELES, WA DRAWING NUMBER: ORDER NUMBER: 1 5 6 2 0- R FW B D 4 415620 COPYRIGHT m 1996 MIRACLE STEEL CORPORATION