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10445 SW CANTERBURY LANE-16 STRUCTURAL. DESIGN DATA : MASONRY - - DRAWING INDEX_ LIVE LOADS: SHALL CONFORM TO ASTM STANDARD C90, GRADE N TYPE 1 , PROJECT INFORMATION -�- MEDIUM WEIGHT . LINEAR SHRINKAGE SHALL NOT EXCEED ROOF ( SNOW) 25 PSF 065% . THE SII_E OF THF UNITS SHALL BE AS INDICATED OWNER: Calvin Presbyterian Church 1 . TITLE SHEET - PROJECT INFORMA'T'ION oN THE DRAWINGS .MULTI PURPOSE ROOM 100 PSF 10445 S .W. Canterbury Lane MORTAR Tigard , OR 97224 -4811 2 . SITE PLAN 1 " =20 ' STAIRS AND CORRIDORS 100 PSF Phone 639-3273 3 . ROOF PLAN 1 /s ° UIPMENT ALLOWABLE WEIGHT OF UNITS AS SHALL CONFORM TO ASTM STANDARD C210 , TYPE S F0� - John Merrifield 4 . MAIN FLOOR MECHANICAL EQ LOAD BEARING CONSTRUCTION CONSISTING OF P0I't AND Building Committee SHOWN ON ROOF FRAMING PLAN CEMENT , HYDRATED LIME AND SAND IN PORTIONS TO PROVIDE Chairman 5 . LOWER FLOOR PLAN 1 /8" A MINIMUM STRL"NGTH OF 2 , 500 PSI AT 28 DAYS . WIND LOADS: I Facilities Coordinator - Ray 13�.yer 6 . MAIN FLOOR PLAN 1 /4 " PRESSURE 80 MPH, EXPOSURE B GROUT I 7 . LOWER FLOOR FOUNDATION 1 /4 " WIND RES_ { ARCHITECT: Russell L. Leach SHALL CONFORM TO ASTM STANDARD 0476 . F,ROUT SHALT_ 17524 N.E. 31st Ct . 8 . LOWER FLOOR FRAMING PLAN 1 /4 " IMPORTANCE FACTOR 1 .0 ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2 , 500 PSI Redmond , WA 98052 9 . ROOF FRAMING PLAN 1/4' AT 28 DAYS . Phone ( Tualatin ) 692-4675 0SEISMIC LOADS: ( Bellevue , WA ) ( 206 ) 883-2316 10. REFLECTED CEILING PLAN 1 /4 " HOLLOW MASONRY CLAY UNITS ARE TO ME-ET ASTM 652-88 11 . EAST ELEVATION b SECTIONS C b D 1 /a " SEISMIC ZONE 3 LOADING AND B HBS--SW GRADED UNITS WITH A MINIMUM COMPRESSIVE STRUCTURAL i STRENGTH OF 6 ,000 PSI . ENGINEER: Nicoli Engineering 12 . NORTH AND SOUTH ELEVATIONS , SECTION A b B 1 /4 " P.O. Box 23784 13 . WALL SECTIONS 1 " ' RW = ALL STRESSES USED IN MASONRY DESIGN ARE HALF STRESSES . Tigard , OR 97281 C _ 2 . 75 SPECIAL INSPECTION NOT REQUIRED . Phone 620-2086 14 . WALL SECTIONS 1~ 15 . WALL SECTIONS 1 " 0 1 _ 1 .0 ALL REINFORCING IN MASONRY IS TO BE GRADE 60 . CIVIL ENGINEER: Hickman , Williams & Associates , Inc . 16 . WALL SECTIONS 1 ' N 7150 S.W. Fir Loop 17 . NORTH 6 SOUTH WALL FRAMING PLANS 6 DETALLS v rt _ 1 , 500 PSF THE MASONRY CONTRACTOR IS TO BE ADVISED THAT MASONRY - DESIGN SOIL PRESSURE ON THIS PROJECT HAS BEEN DESIGNED IN ACCORDANCE WITH F Tigard , OR 97223 SEISMIC TUNE 3 . Phone 639 9351 18 . REMODEL FLAN - EXISTING CALVIN 1 /4 " 19 . RESTRUCTURE ROOF PLAN - CALVIN 1 /4 " N T SECTION 2407 H-4 SHALL BE CCF!PLIED �!ITH ON THIS LEGAL CONCRETE AND r\EINFORCING PROJECT . 20 . ' CALVIN EXTERIOR & INTERIOR ELEVATIONS 1 /•t " o ko DESCRIPTION: Tax Lot 2800 2S1 11 BC CONCRETE SHALL DEVELOP A MINIMUM 28 DAY LABORATORY 21 . CORRIDOR secTlONs STRENGTH 0 PSI FOR ALL - ZONE: R-3 . 5 ( CUP 92-0001 ) o' CURED COMPRESSIVE ENGTH OT 3, 00 I 22 . CORRIDOR SECTIONS 1 � CONCRETE USED ON THIS PROJECT . OCCUPANCY : A_3 23 . SECTION THRU CALVIN & ROOF DETAILS � O � • D � TESTING OF CONCRETE WILL BE PROVIDED BY THE OWNER . RIPEN WEB STEEL JOISTS AND GIRDERS CONSTRUCTION: Type V N. THF CONTRACTOR SHALL NOTIFY 117E OWNER TWENYV-FOUR 24 . CALVIN ROOF' DETAILS � 25 . ROOM FINISH SCHEDULE, Lx7oR b WINDOW SCHF.DtJ4> HOURS IN ADVANCE OF ALL CONCRETE F. jRED . THE OWNER THE SIZES AND DEPTHS OF THE OPEN WEED STEEL JOISTS AND APPLICABLE. CODES: Uniform Bldg . Code ( 1990 ) s WILL PROVIDE STRENGTH TESTS CONSISTING OF FOUP CONCRETE GIRDERS WHICH MAKE UP THE ROOF FRAMING AND FLOOR FRAMING Oregon Energy Code � • TEST CYLINDERS FOR EACH 150 CU. YDS . OF CONCRETE PLACED ARE INDICATED . THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS American Disabilities Act , Title II PER DAY OR 5 , 000 SQ . FT . OF SURFACE AREA FOR SLABS OR SHOWING THE FINAL LAYOUT AND SIZES OF STRUCTURAL MEMBERS Tigard Design b Development standards AB 1 - EXISTING SITE PLAN - 1." =20 ' WALLS . IF THE CONTRACTOR REQUIRES ADDITIONAL TEST TO BE APPROVcD BY HE ARCHITECT . SHUF DRAWINGS ARE TO -E ( cup 92--0001 ) AB 2 - FLOOR PLAN ( CALVIN ) 1 /4 " CYLINDERS THESE SHALL BE DONE AT HIS EXPENSE . TESTING SUBMITTED AND APPROVED PRIOR TO THE MANUFACTURING OF THE CONCRETE FOR SLABS ON GRADE WILL NOT BE NECESSARY JOISTS AND GIRDERS. _ OF CO AB 3 - 1st . FLOOR ( CAYTON ) 1 /4 " UNLESS REQUIRED BY THE BUILDING OFFICIAL . IF TESTS BUILDING INFORMATION INDICATE THAT CONCRETE- DOES NOT MEET THE SPECIFIED 1 S g • q, AB 4 - BASEMENT ( CAYTON ) i /4 " cv THE SHOP DRAWINGS ARE ALSO TO INCLUDE AND HOW THE REQUIRED � Fxist.' ng Calvin Main Bldg . 5 , Ji5 s ft . � a � STRENGTHS THEN THE CONTRACTOR WILL EL nESPONSIBLE FOR HORIZONTAL AND DIAGONAL BRIDGING , END SUPPORT CJNDITIONS Existing Layton Hall 3 , 960 sq. ft . ADDITIONAL TESTING ANC/uta REPLACEMENT OF THE DEFECTIVE MANUFACTURER ' S RECOMMENDED CONNECTION DETAILS HANDLING AND (Main Level ) CONCRETE . ERECTION GUIDELINES . THE DESIGNATIONS SHOWN 6N THE DRAWINGS Enclose Existing Calvin/cayton ARE THOSE OF VULCRAFT . OTHER MANUFACTURERS MAY BE APPROVED Roof overhang 1 , 14:5 sq. ft . REINFORCING STEEL FOR CONCRETE SHALL CONFORM TO BY THE ARCHITECT . Add "Infill" Area 1 , 260 sq. ft . UB(' STANDARD 26-4 AND TO ASTM A615 , GRADE 60 . WHkNEVEP, (west of 2 Hr. Masonry Wali ) REBAR IS TO BE WELDEDED ASTM A 706 REBAR SHALL BE UTILIZED . I ALL WELDED REINFORCING STEEL , METAL INSERTS AND CONNECTIONS _ � SHALL CONFORM TO UBC STANDARD 26-8 . 1 . Tclal - combinE>d space in a single - building: ( on 1 level ) 1J , 380 sq . *Note - This building has 3 , 966 sq. ft . HA BE ACCURATELY AND SECURELY PLACED l REINFORCIN(, STEEL SHALL METAS DECKING in a basement level . AND TIED . PLASTIC CHAIRS OR STAND OFFS SHALT. BE USED TO SECURELY HOLD REINSTITUTE ' S SPECIFICATIONS FOR o INFORCING. REINFORCING MAY NOT BE BENT METAL DECKING SHALL. CONFORM TO THE PROVISIONS OF THE OR DISPLACED FGR THE CONVENIENCE OF OTHER TRADES EXCEPT AMERICAN IRON AND STEEL 2 . Total - New Buildin (Main l ) leve AS APPROVED BY THE ENGINEER . REINFORCEMENT SHALL BE THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS. (East of Masonry w�i� ) 3.495 s -i CENTERED IN SLABS ON GRADE . LAP BARS A MINIMUM OF 36 METAL DECKING S"ALT- BE 1 INCH C DECK, 26 GAUGE , AS _ DIAMETERS WHERE NO MORE STRINGENT REQUIREMENT APPLIES . MANUFACTURED BY VULCRAFT , INC . ( ICBO #3415 ) OR APPRMD �.�_-_ .. ___ _._..�.._ ._.�_._...._._ - -----•---• EQUAL . t *Note as 1 , - This building h620 sq. ft . c in a basement level. DECKING IS TO BE FASTENED WITH 4 FASTENERS PER SHEET PER JOIST . THE CONTRACTOR HAS THE OPT ION OF USING A 5/8 INCH WOOD FRAMING t - PUDDLE WELD WITH A WASHER , RAMSET 26 SD FASTENER . r� Co �.G ALL WOOD PRODUCTS SUPPLIED TO THE JOB SITE AND UTILIZED HILTI ENP 2 and 3, OR NO . 12 SCREWS. IN THE BUILDING SHALL BEAR A� +GRADE STAMP AND MILL SIDE LAP FASTENERS ARE NOT REQUIRED. � IDENTIFILATION . ALL DIMENSION UMBER SHATL BE EITHER HEM FIR OR DOUGLAS FIR LARCH . MAXIMUM MOISTURE CONTENT PECKING SHALL BE INSTA�_LED CONTINUOU.� OVER THREE OR MORE BUILDING CODE : F LUMBER IS G BE 19%. ALL DIMEN. JNAL LUMBER IS TG - r�+� r� r v Ar LU _ SUPPORTS . Nr Z AND BETTER . 5TANDARD ANG dtTTER GRADED ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TNF STATE OF OREGON fi� I� DIMENSTONAL LUMBER WILL NOT BE AN ACCEPTABLE ALTERNATE . - R CS (REINFORCING ANGLES FOR OPENINGS, STRUCTURAL SPECIALTY CODE, 1990 EDITION . THE PUBLICATIONS LISTED PROVIDE ALL ACCESSORIES T I BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY ALL WOOD IN CONTACT WITH CONCRETE SLABS AND CONCRETE CLOSURES , ETC . ) TO PROVIDE A COMPLETE INSTALLATION . THE BASIC DESIGNATION . IN THE CASE OF CONFLICTING REQUIREMENTS, WkLLS SHALL BE PRESSURE TREATED . H METAL DECKING 8Y THE .BUILDINL CODE SHALL GOVERN. IF THE CONTRACTOR CHOSES TO ATTAC CONTRACTOR SHALL 1NSTALI_ WOOD BLOCKING TO RECEIVE WELDING WELDERS SHALL BE AWS CERTIFIED FOR LIGHT GAUGE t ECTRICAI_ METAL W�LDING . APPLICABLE CODES AND STANDARDS: :> FOR SUPPORT OF PLUMBING L ME,.HANICAL FASTENERS 0 SU 0 FIXTURES AND EQUIPMENT , MIRRORSA TOILET PARTITIONS AND T P A MINIMUM OF 2 INCHES ON SUPPOR_-S . ACI AMERICAN CONCRETE INSTITl1TE BUILDING CODE I o o 6) tO OT!�ER WALL MOUNTED AND SUPPORTED EQUIPMENT AND COMPONENTS. DECKING HALL BEA . MI AND STANDARD PRACTICE , 1983 EDITION 0 PLYWOOD USED FOR ROOF SHEATHING SHALL BE 5/8 INCH Taff DECKING IS TO HAVE A G60 GALvENIZED COATING . AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION � RATED . NAILING TO BE AS NOTED ON THE DRAWINGS. "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS 7 ALL GLU-LAM BEAMS ARE TO BE 24F V4 OR EQUIVALENT EXCEPT I JUNE 1 , 1989 . „ r� - EQUIVALENT . I AWS D1 . 1 AMERICAN WELDING SOCIETY D1 . 1 -86, STRUCTURAL FOR THE 3 1/8 X 16 Q 4r G _ 1/2 1" ARE. TO BE V1O OR Q GLU-LAM BEAMS ARE TO BE INDUSTRIAL GRADE . WELDING CODE - STEEL" _1 AMERICAN SOCIETY OF TESTIRG AND MATERIALS ALL METAL CONNECTORS ARE TO HAVE ALL HOLES FILLED WITH ` ASTM � 1 1 EITHER NAILS OR BOLTS 1N ACCORDANCE WITH THEIR ICBO I 17:r `_ �L--� APPROVAL . �� ���� CITY OF rr3ARD Approved.......................................................... [ )•� RUSSELL L LEACH �. MULT 'IPURPOSE Conditionally Approved ...........�........................For only tho work T]3 e 1 �d in: ,PERMIT NO. . ll - 12 -■ BiLLI'4UE wASH.NARTHEX & !� Sea letter to:Follow............................................ .( I � Attach................................ � ( U � �� � o Job dd Ss' ����,� cS�/V�Ct �... --- , aF By: Date- .'•CIHURCIH 71r AM LAI 11N PR ESB _. �... TER1iX___1N r. I lit Y Al' Igo BURY Af'T .rd•, 1, NOT AM APPFIOVAL OF 10445 SVV. CANTERLANE -ULF, -Ft . . . . . . . . . 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