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Specifications BU P2004-00297 MASSIH 9975 SW FREWING ST JOB NAME: Pacific Park Plaza CITY OF TIGARD JOB ADDRESS: 9975 SW Frewing, Tigard, OR BUILDING DEPARTMENT DATE: March 13, 2007 13125 HALL BOULEVARD MCE Project No.: 051333(RED) ^HEET 1 OF 1 Tigard Building Permit BUP-2004-00297 STRUCTURAL PLAN REVIEW#2 Plans Dated 3/8/07; Calculations Dated 3/9/07 Corr. Item Page No. Comments Code Section Made No. 3/13/07 1 Sheet S1.0 Submit special Inspection program. 1704 Inspection Item A,B, and D 3/13/07 2 Sheet S2.3 Submit connection of glu-lam beam to support. 106.1.1 Detail 3/S5.1 3/13/07 3 Sheet S2.3 Clarify connection of glu-lam beam to steel column. 106.1.1 Detail 4/S5.1 3/13/07 4 Detail 9/S3.1 Clarify height of 8"CMU wall. 106.1.1 3/13/07 5 Detail 1/S5.1 Submit calculations for required nailing of LSL ledger. 106.1.1 3/13/07 6 Detail 1/S7.2 Clarify connection of angle to stair stringer at base. 106.1.1 3/13/07 7 Detail 5/S7.2 Clarify length of lap of guard rail post to HSS stringer. 106.1.1 8 General Submit one set of manufactured floor and roof joist and (Deferred beam shop drawings,which have been reviewed and Submittal) initialed by the project engineer,to be filed with the City of Tigard before placement. 9 General Submit one set of miscellaneous steel shop drawings, (Shop Drawings) which have been reviewed and initialed by the project engineer,to be filed with the City of Tigard before placement. 10 Special Special Inspection is required for epoxy anchors Inspection reinforcing steel placement, steel fabrication, erection and field welding. 11 General Approved resolution of the above items shall be incorporated into submittal plans before a permit will be issued. Submit four(4)sets of revised plans to the city of Tigard. 8 ` U REC I 0 W W z w z 0 9f R' En GENERA. ST ICTURAJ_ NOTES • CV w CODE REQUIREMENTS: SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE METALS: d° ' it:4 CONFORM TO THE 2003 INTERNATIONAL SUILDING CODE AS AMENDED SY THE 2004 STRUCTURAL DRAWINGS SHALL BE APPROVED SY THE STRUCTURAL ENGINEER BEFORE ALL MISCELLANEOUS STEEL: ASTM A36 (FY:36,000 PSI), OR AS NOTED ASTM A512 as OREGON STRUCTURAL SPECIALTY CODE. POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER THAN ONE THIRD OF (FY=50 KSI). "al o,,..� THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE SQUARE AND RECTANGULAR HSS: ASTM A500, GRADE 'B' (Fy=46,000 PSI.). a) r c DESIGN CRITERIA: DIAMETERS ON CENTER PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES ANCHOR RODS: ASTM 1554 GRADE 36 UNLESS NOTED OTHERWISE. O�� DESIGN WAS BASED ON THE STRENGTI-H AND DEFLECTION CRITERIA OF THE 2003 UNLESS NOTED OTHERWISE. THREADED RODS: ASTM A36 UNLESS NOTED OTHERWISE. ° INTERNATIONAL BUILDING CODE. N ADDITION TO THE DEAD LOADS, THE FOLLOWING WELDING: PER AWS STANDARDS. E10XX ELECTRODE AND BY CERTIFIED WELDERS. 'U CD' —' LOADS WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER IBC: REINFORCING STEEL: ALL STEEL TO HAVE SHOP COAT. 0 as o REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 AND FOR DEFORMED ALL EXPOSED STEEL BELOW FINISH GRADE TO BE COATED WITH ASPHALTIC PAINT PRIOR co .�°4 cd FLOOR LIVE LOAD: 50 PSF BARS, UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO SACKFILLING. t" E"' Q° 4.1 FLOOR PARTITION LOAD: 20 PSF TO ASTM A106. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185. ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED. ROOF SNOW LOAD: 25 PSF UCTUR REINFORCING TEL SHALL SE DETAILED IN ACCORDANCE WITH ACI 315- LATEST EDITION DESIGN, FABRICATION, AND ERECTION SI-TALL SE IN ACCORDANCE WITH THE 'AISC g'tR PROft AL BASIC WIND SPEW (3-SEC GUST): 100 MPH ("DETAILS AND DETAILING CONCRETE REINFORCEMENT'). SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS'. WELDING SHALL CONFORM TO THE \�-Rt� SS/ WIND IMPORTANCE FACTOR lw: 1.0 AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION AND SHALL BE 3/16" V�5 IN, off, SUILDING CATEGORY: II UNLESS NOTED OTHERWISE ON THE DRAWINGS LAP SPLICE LENGTHS SHALL SE AS MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. ��`' 'j -9t WCND EXPOSURE: S FOLLOWS: PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION IS 13,089 SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION. in 1- SEISMIC IMPORTANCE FACTOR le: 1.0 FOR CONCRETE STRENGTH f'c = 3,000 PSI - LAP SPLICE LENGTH = 58 BAR DIAMETERS. I OREGON Ss = 0.934 FOR CONCRETE STRENGTH f'c = 4,000 PSI - LAP SPLICE LENGTH = 50 BAR DIAMETERS. CARPENTRY: 2 1 goo° �, SI =0.331 SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,, LATEST 11 SITE CLASS: D REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR 0''9y MERR\L��`� SDS - 0.104 WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. ALL LUMBER NOT SO1 = 0.389 CONDITION: MINIMUM COVER: SPECIFICALLY NOTED IS TO BE D.F. *2 OR BETTER. ALL WOOD IN PERMANENT CONTACT EXPIRES: 12-31-08 SEISMIC DESIGN CATEGORY: D WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER BASIC SEISMIC-FORCE-RESISTING SYSTEM: LIGHT FRAMED WOOD SHEATHED SHEAR WALLS CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL SE SEISMIC RESPONSE COEFFICIENT Cs: 0.111 MANUFACTURED SY SIMPSON STRONG-TIE COMPANY (OR ENGINEER APPROVED EQUAL) RESPONSE MODIFICATION FACTOR R: 6 CONCRETE EXPOSED TO EARTH AND WEATHER: AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE METHOD NO.6 THROUGH NO.18 BARS 2" MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. NO.5 SAR, W31 OR D31 WIRE AND SMALLER 11%" HANGERS NOT 9HOWN SHALL BE SIMPSON 'HU' OF SIZE RECOMMENDED FOR MEMBER ALT.. _ #ALLOWABLE SOIL BEARING PRESSURE: 1,500 PSF. FRAMING NAILS SHALL BE COMMON NAILS. NO SOX NAILS ALLOWED. FASTENERS AND in cet CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST SE I-10T DIPPED 1 1 i (CI EXISTING CONDITIONS: SLABS, WALLS, AND JOISTS: GALVANIZED OR WAVE ZMAX COATING. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND NO.14 AND NO.18 BARS 11/2" .a tY '1— ELEVATIONS. THE CONTRACTOR SHALL NOTIFY TI-4E ENGINEER OF ANY DISCREPANCIES NO.11 BARS AND SMALLER 34" PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF VOLUNTARY PRODUCT I.— 1 FROM CONDITIONS SHOWN ON TI-4E DRAWINGS PRIOR TO THE START OF THE WORK. SEAMS AND COLUMNS: STANDARD PS 1 OR PS 2, OR APA PRP-108 PERFORMANCE STANDARDS. UNLESS NOTED, _I PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS 11/2" PANELS 51-IALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN TEMPORARY CONDITIONS: RATING SHOWN ON THE DRAWINGS_ PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE �t'� THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND CONCRETE ACCESSORIES: WITH APA RECOMMENDATIONS. ALLOW 1i8" SPACING AT PANELS ENDS AND EDGES, UNLESS �'` EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE 5HOWN ON THE CONCRETE EXPANSION ANCHORS SHALL SE 'SIMPSON WEDGE-ALL" OR ENGINEER 0 ER OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. 0 DRAWINGS HAS SEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. APPROVED EQUIVALENT. ALL ROOF SHEATHING AND SUS-FLOORING SHALL BE INSTALLED WITH FACE GRAIN s<t 9 iU WEATHER PROTECTION CONCRETE EPDXY ANCHORS SHALL SE INSTALLED WITH 'SIMPSON SET' ADHESIVE OR PERPENDICULAR TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS.. ROOF n U-1 iy. ALL WEATHER EXPOSED SURFACES SHALL HAVE A WEATHER RESISTANT BARRIER. ALL ENGINEER APPROVED EQUIVALENT. SHEATHING SHALL EITHER BE BLOCKED TONGUE-AND- GROOVE OR HAVE EDGES 0- EXTERIOR OPENINGS SHALL SE FLASHED IN SUCH A MANNER AS TO MAKE THEM WEATHER ` (y. BY PLYCLIPS. SHEAR WALL SHEATHING SHALL EE BLOCKED WITH 2x FRAMING t � � O PROOF. CONCRETE SCREW ANCHORS SHALL SE "SIMPSON TITEN HD' OR ENGINEER APPROVED AT ALL PANEL EDGES. NAILING NOT SPECIFICALLY IDENTIFIED ON TI-4E DRAWINGS SHALL V EQUIVALENT. CONFORM TO 1SC TABLE 23049.. T.M. RIPPEY CONSULTING ENGINEERS UAL NOT 5E RESPONSIBLE FOR WEATHER-PROOFING .1-E 3 0 AT ANY LOCATION IN THE BUILDING. NON-SHRINK GROUT SHALL SE A PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC GLUED LAMINATED MEMBERS SHALL EE FABRICATED IN CONFORMANCE WITH AMERICAN 0 CO ot AGGREGATE, CEMENT, WATER REDUCING AND PLASTICIZING AGENTS± CAPABLE OF INSTITUTE OF TIMBER CONSTRUCTION, AITC A190.1 AND ASTM D 3131. EACH MEMESER SHALL dc ti) <1, SUBMITTALS: DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND BEAR AN AITC OR APA-EWE IDENTIFICATION MARK AND SE ACCOMPANIED SY A ` SHOP DRAWINGS SHALL SE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION AND 6,000 PSI N 28 DAYS. GROUT SHALL SE MIXED AND APPLIED IN STRICT ACCORDANCE CERTIFICATE OF CONFORMANCE. ONE COAT OF END SEALER SHALL 5E APPLIED 0: 11/4^ _ CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING TI-4E FOLLOWING: WITH MANUFACTURER'S RECOMMENDATIONS. IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. GLULAM HANGERRS NOT SHOWN 01 _ SHALL BE SIMPSON LEG'. SEAMS SHALL SE VISUALLY GRADED WESTERN SPECIES CONCRETE MIX DESIGNS, CONCRETE AND MASONRY STEEL REINFORCING, STRUCTURAL MASONRY: INDUSTRIAL GRADE, AND OF THE STRENGTH INDICATED BELOW: STEEL, GLUED-LAMINATED BEAMS, AND PREFABRICATED WOOD JOISTS. CONCRETE MASONRY UNITS: ASTM C90, GRADE N, 1,900 PSI MINIMUM COMPRESSIVE STRENGTH, MEDIUM OR LIGHT WEIGHT UNITS. ASSEMBLIES SHALL HAVE A MINIMUM COMBINATION IF THE SHOP DRAWINGS DIFFER FROM, OR ADD TO THE DESIGN OF THE STRUCTURAL COMPRESSIVE STRENGTH OF F'm = 1,500 PSI, UNLESS NOTED OTHERWISE ON THE PLANS, AS DEPTH SYMBOL SPECIES USE DRAWINGS, THEY SHALL SE CLEARLY IDENTIFIED. ANY CHANGES TO THE STRUCTURAL VERIFIED BY PRISM TESTS BEFORE AND DURING CONSTRUCTION. CONCRETE MASONRY DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND ARE SUBJECT TO REVIEW AND WALLS SHALL BE REINFORCED, AS SHOWN ON THE PLANS AND DETAILS, AND IF NOT SHOWN, ALL 24F - VS DF/DF (CONTINUOUS OR CANTILEVER) ACCEPTANCE BY THE ENGINEER SHALL BE AS NOTED UNDER 'MASONRY REINFORCING STEEL'. PREMANUFACTURED WOOD JOISTS AND OPEN WES TRUSSES SHALL SE OF THE SIZE AND DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND CLAY MASONRY UNITS: ASTM C62, TYPE 6W, 4950 PSI MINIMUM COMPRESSIVE STRENGTH. TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY TI-4E TRUS JOIST MACMILLAN COMPANY, FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING: ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'm = 2,000 PSI, UNLESS OR AN ENGINEER APPROVED EQUAL IN ACCORDANCE WITH ASTM D 5055. PROVIDE PREFABRICATED STEEL JOISTS AND GIRDERS, PREFABRICATED WOOD JOISTS, WINDOW NOTED OTHERWISE ON THE PLANS, AS VERIFIED EY PRISM TESTS BEFORE AND DURING BRIDGING IN CONFORMANCE WITH THE MANUFACTURERS RECOMMENDATIONS. JOISTS AND WALL, AND ALL OTHER GLAZING SYSTEMS SHALL SEAR THE SEAL AND SIGNATURE OF A CONSTRUCTION. CLAY MASONRY WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS TRUSSES SHALL SE DESIGNED FOR THE LOADS NOTED ON THE DRAWINGS. JOISTS, STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON, AND SHALL SE SUBMITTED AND DETAILS, AND IF NOT SHALL 5E AS NOTED UNDER 'MASONRY REINFORCING STEEL'. TRUSSES, AND BRIDGING SHALL SE CAPABLE OF RESISTING THE WIND UPLIFT NOTED ON vl TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION. DESIGN SHALL BE BASED ON TI-4E THE DRAWINGS (5 PSF NET UPLIFT MINIMUM). THE JOIST MANUFACTURER SHALL VISIT JOS REQUIREMENTS OF TI-4E 2003 IBC. INSPECTION: LEVEL ONE OR LEVEL TWO SPECIAL INSPECTION REQUIRED. SITE AS REQUIRED AND VERIFY THE PROPER INSTALLATION OF JOISTS IN WRITING TO THE In MORTAR AND GROUT: ARCHITECT/ENGINEER PREMANUFACTUR.ED WOOD JOIST ALTERNATES WILL SE EARTHWORK: MORTAR MIX: ASTM C210, TYPE 5, IN ACCORDANCE WITH IBC TABLE 2103.1(1), CONSIDERED, PROVIDED THE ALTERNATE IS COMPATIBLE WITH TI-4E LOAD CAPACITY, ("� PROTECT INCOMPLETE WORK FROM FLOODING DURING STORMS OR OTHER CAUSES, 2103.1(2), AND 2105.2.2.1.2, F'm = 1,500 PSI MINIMUM FOR CONCRETE STIFFNESS, DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE PROJECT, AND IS ICBO ti.J THOROUGHLY BRACE OR OTHERWISE PROTECT ALL STRUCTURES NOT STABLE AGAINST MASONRY, F'm = 2,000 PSI MINIMUM FOR CLAY MASONRY. APPROVED. Z ,, UPLIFT DURING CONSTRUCTION. TAKE ALL NECESSARY PRECAUTIONS TO PREVENT MORTAR MATERIALS: PORTLAND CEMENT, ASTM C150, TYPE 1. DISTURBANCE OF AND TO PROPERLY DRAIN THE AREAS UPON WHICH CONCRETE IS TO SE MORTAR AGGREGATE: NATURAL COLOR, ASTM C144 MECHANICAL: POURED. DO NOT ALLOW WATER TO ACCUMULATE IN EXCAVATIONS. REMOVE WATER TO SAND: ASTM C144 THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT, PREVENT SOFTENING OF THE CASE FOUNDATIONS. CONVEY WATER REMOVED FROM THE GROUT AGGREGATE: ASTM C144 MECHANICAL, PLUMBING, FIRE SPRINKLER, MACHINERY, AND ASSOCIATED PIPING WITH THE 1 . , EXCAVATIONS AND RAINWATER TO TEMPORARY DRAINAGE DITCHES OR OTHER GROUT: ASTM C416 OR IBC TABLE 2103.10, f'c=2,000 PSI MINIMUM AT 28 DAYS. STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND tY STRUCTURES OUTSIDE TI-4E EXCAVATION LIMITS FOR THIS STRUCTURE. ENSURE THAT THE ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND SEAMS SHALL BE FILLED CONDITIONING CONTRACTORS NATIONAL ASSOCIATION (SMACNA), OR SPECIFICALLY WATERING OPERATIONS WILL NOT ADVERSELY EFFECT FOUNDATIONS. MAINTAIN THE WITH GROUT. DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS, SHALL SE DESIGNE=D IN 1.I-1 EXCAVATION FREE FROM GROUND WATER FOR THE TIME REQUIRED TO COMPLETE THE HYDRATED LIME: ASTM C201, TYPE S ACCORDANCE OF THESE GENERAL NOTES, BY AN ENGINEER REGISTERED IN THE STATE OF WORK IN A PROPER WORKMANLIKE MANNER REMOVE LOOSE OR DISTURBED SOIL FROM OREGON, AND SHALL SE SUBMITTED TO TI-4E ENGINEER PRIOR TO FABRICATION. Z THE BOTTOMS OF EXCAVATION. FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOIL OR WHEN EITHER THE AMBIENT TEMPERATURE OR THE TEMPERATURE OF TI-4E MASONRY UNITS ILI STRUCTURAL FILL. FALLS BELOW 40 DEGREES FAHRENHEIT, COLD WEATHER MASONRY CONSTRUCTION SHALL STRUCTURAL OBSERVATIONS: COMPLY WITH 15C 2104.3. STRUCTURAL OBSERVATIONS 5Y THE ENGINEER OF RECORD OR AN APPOINTED 0 WHERE COMPACTED AREAS ARE DISTURBED BY CONSTRUCTION OPERATIONS OR REPRESENTATIVE SHALL 5E REQUIRED AT THE FOLLOWING TIMES DURING CONSTRUCTION: ADVERSE WEATHER, OVER EXCAVATE AND BACKFILL WITH 1i8" MINUS CRUSHED ROCK WHEN THE AMBIENT TEMPERATURE EXCEEDS 100 DEGREES FAHRENHEIT, OR EXCEEDS 90 COMPACTED TO MINIMUM OF 92% OF TI-4E DRY DENSITY AS MEASURED SY AASHTO T180. DEGREES FAHRENHEIT WITH A WIND VELOCITY GREATER THAN 8 MPH, 1-40T WEATHER AFTER THE WOOD ROOF SHEATHING AND ROOF STRAPPING HAS SEEN INSTALLED, PRIOR CONSTRUCTION SHALL COMPLY WITH IBC 2104.4. TO COVERING WITH ANY MATERIALS. CAST-IN-PLACE CONCRETE: MIX DESIGN: PREPARE DESIGN MIXES FOR EACH TYPE OF CONCRETE. PROPORTION MIXES MASONRY REINFORCING STEEL: AFTER THE WOOD FLOOR SHEATHING AND FLOOR STRAPPING HAS SEEN INSTALLED, PRIOR SY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS, USING REINFORCING SHALL CONFORM TO IBC 2103.11.1. DEFORMED BARS SHALL SE GRADE 60, TO COVERING WITH ANY MATERIALS. MATERIALS TO EE EMPLOYED ON THE WORK FOR EACH CLASS OF CONCRETE REQUIRED. AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH AC1 530. REINFORCING BARS FURNISH CERTIFIED REPORTS OF EACH PROPOSED MIX FOR EACH TYPE OF WORK OF THIS TO BE WELDED SHALL CONFORM TO ASTM A106. UNLESS OTHERWISE NOTED ON THE TI-4E CONTRACTOR SHALL NOTIFY THE ENGINEER (4) FOUR DAYS PRIOR TO TI-4E It SECTION_ THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST PLANS, THE MINIMUM WALL REINFORCEMENT SHALL SE AS FOLLOWS: COMPLETION POINT REQUIRING SITE OBSERVATION. •°� DATA AS REQUIRED, A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. .E a: HORIZONTAL BARS INSPECTION: tt0 C14 ADMIXTURES: AIR ENTRAINING AGENT IN ACCORDANCE WITH ASTM C260 AND WATER- (IN BOND BEAMS) SPECIAL INSPECTIONS: IN ACCORDANCE WITH SECTION 1104 OF THE INTERNATIONAL `� o o as °o REDUCING ADMIXTURE CONFORMING TO ASTM 494, USED N STRICT ACCORDANCE WITH THE WALL THICKNESS VERTICAL EARS RUNNING BOND SUILDING cODE AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL 0 al py az MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED IN CONCRETE DESIGN INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY 0 - - MIXES. AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL SE USED IN an *5 6 4S" 0/C (2) *4 6 48" O/C EMPLOYED BY THE OWNER FOR TI-4E FOLLOWING AREAS OF WORK: .� o �' CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER THE 10" V; 48" 0/C (2) *5 6 48" 0/C W v AMOUNT OF ENTRAINED AIR SHALL SE 5% - 1% •• 1 BY VOLUME. FLY ASH SHALL CONFORM TO 12" '+�6 � 48" 0/C (2) *6 e 48" 0/C A. CONCRETE REINFOREMENT PL� MEN (SEE TABLE 1104.4 ON Si.O.0 2, � �' >~ ASTM C 618 AND SHALL BE LIMITED TO A 15% MAXIMUM SY CEMENT WEIGHT. B. EPDXY ANCHOR PLACEMEN (CONTINUOUS INSPECTION). o 14 MOM BOND SEAMS WITH TWO *5 BARS HORIZONTALLY SHALL SE PROVIDED AT ALL FLOOR AND C. MASONRY, INC • CONTIN r41,A= "WW- `--11 I• , -. TING, PRISM SAMPLES, AND ran a CONCRETE WORK SHALL CONFORM TO ACI 301. CONCRETE STRENGTHS SHALL SE ROOF LINES AND AT TI-4E TOP OF WALLS. PROVIDE A BOND SEAM WITH TWO *5 EARS REINFORCIN (SEE TABLE 1104.5.1 ON S.0.1). w �` VERIFIED SY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS HORIZONTALLY ABOVE AND BELOW ALL OPENINGS, AND EXTEND THESE BARS 2'-6" D. STEEL FABRI • *4+. AVIi =�` • R ► (SEE TABLE 11043 ON 51.0.1 A � Q �. FOLLOWS: MINIMUM PAST THE OPENING. PROVIDE ONE *5 BAR FOR THE FULL HEIGHT OF THE WALL AT E. FIELD WELDING (SEE TABLE 1104.3 ON 51.0.1). EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. UNLESS OTHERWISE NOTED, T.M. RIPPEY FOOTINGS: f'c=3,000 PSI AT 28 DAYS: MAXIMUM SLUMP 3" PLUS OR MINUS 1". PROVIDE CORNER EARS TO MATCH THE HORIZONTAL WALL REINFORCING AT WALL 0200007,ALL RI�pS RESERVED (DESIGN EASED ON f'c = 2,500 PSI) INTERSECTIONS. THESE DRAWINGS ARE THE PROPERTY OF LAP ALL EARS AT SPLICES 12 BAR DIAMETERS, WITH A MINIMUM LAP OF 21" EXCEPT AS TM RIPPEY CONSULTING ENGINEERS INC. SLABS: f'c=4,000 PSI AT 25 DAYS: MAXIMUM SLUMP 3" PLUS OR MINUS 1". NOTED (EXCEPTION: FOR HORIZONTAL BARS IN A WALL, LAP BARS AT SPLICES 48 BAR AND ARE A N TO BE PT VOR AN THE IN ANY MANNER EXCEPT WITH THE PROPER DIAMETERS MINIMUM UNLESS NOTED OTHERWISE). WHERE REQUIRED, MECHANICAL SPLICE WRITTEN PERMISSION OF T.M. RIPPEY SLAB ON GRADE IS NOT DESIGNED AS A STRUCTURAL DIAPHRAGM. CONNECTIONS PER ACI 530 (REINFORCING EARS LARGER THAN A NO. 9 EAR SHALL SE CONSULTING ENGINEERS INC, SPLICED USING MECHANICAL CONNECTIONS). STRUCTURAL REVIEW COMPLETE DATE: 03.08.07 P,.,,.2 n-k-C(-9 2, L FILE NAME: PERMIT DRAWN BY: DMS REVTSION r CHK'D BY: TA DATE "3 t 6 YBY • 3 E C--- 0/Z% [ 6- I N A C- MILLER O SULTING ENG I E. SHEET pLAPi fofZ plg-6"p - fFtMFCiY al , w OF 14 PROJECT No.: 1024 ■111111111111111111111/ K . K1 Pi4 rr=1 ca., ti C1.4 E c4 0 0 . z ,.... c r IBC TABLE 1704.3 SPECIAL INSPECTION PROGRAM ESTABLISHED PER CHAPTER 11 OF THE 2004 OREGON STRUCTURAL SPECIALTY CODE (OSSC) FOR 15C • (0 REQUIRED VERFICATION AND INEIPCCT1ON OF STEEL CONSTRUCTION • Z ri)cv ct 0 IBC TABLE 17045.1 0,, 1,.. VERFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED ErrANDARD a BC REFEFENCE LEVEL 1 SPECIAL INSPECTION FOR MASONRY ,g i ce? FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA li g 4 > ._,...-.._, 1. MATERIAL VERIFICATION OF HIGH-STRENGTH 50LTS, NUTS AND WASHERS: Conthuous Perim:Scaly ALtCAL E ASTM 1143PEC11014 TASK during task during task BC AO 530/A8CE ACI 530.1MEICE , in ,..........,0 A. IDENTIFICATION MARKINGS TO CONFIRM TO ASTM STANDARDS X MATERIAL SPECIFICATIONS: AISC 335, section 5/11118 40e eirms 602a ril •ci a; IC) SPECIFIED IN TI-4 APPROVED CONSTRUCTION DOCUMENTS. listed kted o SECTION 43.4: AISC LRFD, SECTION A3.3 ,,x2 g2 ' 1. AS MASONRY CONSTRUCTION 5EG1NS, THE FOLLOWING SHALL , \""1"1 v- g-1 0.4 cr.4 5. MANUFACTURER'S CERTIFICATE OF COMF'L1ANCE f2EauIREr). X 5E VERIFIED TO ENSURE COMPLIANCE: 2_ INSPECTION OF HIGH-STRENGTH 5OLTING: A. PROPORTIONS OF 5ITE-PREPARED MORTAR. X Art. 2.6A sIRUCTURAL s1\9 P R Offs A. 5EARING-TYPE CONNECTIONS. X 5. CONSTRUCTION OF MORTAR JOINTS. X Art. 335 AISC LR.FD SECTION M2.5 110433 1A- .cr _...1GIN4- 5. SLIP-CRITICAL CONNECTIONS. X X C. LOCATION OF REINFORCEMENT AND CONNECTORS. X Art. 3.4, 3.6A _..., 13,089 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: D. PRESTRESSING TECHNIQUE. X Art, 3.65 tr, ft/ . - 1 .„ OREGON ...A ,,0 .,y A. IDENTIFICATION MARKINGS TO CONFIRM ASTM STANDARDS ASTM A 6 OR ASTM A 568 E. GRADE AND SIZE OF PRESTRESSING TENDONS AND X Art. 2.45, 4. k II, ? SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. ANCHORAGES. 2.41-4 Di. 1106.4 - S. MANUFACTURER'S CERTIFIED MILL TEST REPORTS. ASTM A 6 OR ASTM A 5643 2. THE INSPECTION PROGR4M SHALL VERIFY: EXPIRES: 12-31-08 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: X A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. X Art. 3.3G A. IDENTIFICATION MARKINGS TO CONFORM TO ALUS SPECIFICATION AISC, ASD, SECTION A3.6 5. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING 5ec.1.2.2(e), IN THE APPROVED CONSTRUCTION DOCUMENTS. AISCLRF, SECTION A3.5 OTHER DETAILS OF ANCHORAGE OF MASONRY TO X 214, 3.1.6 STRUCTURAL MEM5ERS, FRAMES OR OTHER CONSTRUCTION. 5. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. . , C. SPECIFIED SIZE, GfRADE AND TYPE OF REINFORCEMENT. X Sec. 1.12 Art. 2.4, 3.4 5. INSPECTION OF WELDING: Sec. 2.1.10.6.2, A. STRUCTURAL STEEL: D. WELDING OF REINFORCING 5ARS. X 323.4(b) 1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. X E. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE 1:5ELOUJ 40°F) OR HOT WEATHER X Sec, 2104.3, 2104.4 Art. 1.£3C, izo 2) MULTIPA55 FILLET WELDS. X (TEMPERATURE ABOVE 90°F) AWS D1.1 1104.3.1 , 3) SINGLE-PASS FILLET WELDS >5/16" X E APPLICATION AND MEASUREMENTS OF PRESTRESSED FORCES. X Art. 3.65 4) SINGLE-PASS FILLET WELDS<5/16n X 3. PRIOR TO GROUTING, THE FOLLOWING SHALL 5E VERIFIED TO ENSURE COMPLIANCE: .. (...41al:.:61)/A4...t....ti!ERR\Luzi_vc:00101\,%. _ W ft 5) FLOOR AND DECK WELDS. X AWS D13 , 0 A. GROUT SPACE IS CLEAN. X Art. 321 (4 1-1- . 5. REINFORCING STEEL: 5. PLACEMENT OF REINFORCEMENT AND CONNECTORS AND X Sec. 1.12 Art. 3.4 a. 9 a 1) VERIFICATION OF WELDA5ILITY OF REINFORCING STEEL X PRESTRESSING TENDONS AND ANCHORAGES. - to OTHER THAN ASTM A 106_ 0 V C. PROPORTIONS OF SITE-F'REPARED GROUT AND PRESTRESSING X Art. 2.65 -A. ID 1 2) REINFORCING STEEL-RESISTING FLEXURAL AN 1D AXIAL GROUT FOR BONDED TENDONS. -611 \c) 0 FORCES IN INTERMEDIATE AND SPECIAL MOMENT AWS D1.4 1903.5.2 , FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL X ACI315: 3.52 r:).. CONSTRUCTION OF MORTAR JOINTS. X Art. 3.35 01 i= REINFORCED CONCRETE S1-4A R WALLS AND SHEAR N/A . (f) REINFORCEMENT. 4. GROUT PLACEMENT 51-IALL 5E VERIFIED TO ENSURE COMPLIANCE X Art, 3.5 WITI-I CODE AND CONSTRUCTION DOCUMENTS 055ERVED. 3) SHEAR REINFORCEMENT. X A. GROUTING OF PRESTRESSING 50NDED TENDONS. X Art. 3.6C 4) OTHER REINFORCING STEEL. X - 5. PREPARATION OF ANY REQUIRED GROUT PECIMENS, MORTAR X Sec. 210522, Art. 1.4 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE X SPECIMENS AND/OR PRISMS SHALL f3E OBSERVED. 2105.3 WITH APPROVED CONSTRUCTION DOCUMENTS: A. DETAILS SUCH AS !BRACING AND STIFFENING. 1104.32 6. COMPLIANCE WITI-4 REQUIRED INSPECTION PROVISIONS OF THE 5. MEMBER LOCATIONS. N/A CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS X Art. 1.5 C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. Si-1,41_1_ 5E VERIFIED. ) \,. , i ti) DERNMONS In --1 --- -1 A. CONTINUOUS INSPECTION MEANS T1-IAT THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES 055ERVING THE WORK REQUIRING SPECIAL INSPECTION. ---- In 5. PERIODIC INSPECTION MEANS TI-IAT THE SPECIAL INSPECTOR 13 ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM TI-IAT TI-4E WORK REQUIRING SPECIAL INSPECTION 1 IS IN CONFORMANCE WITH APPROVED PERMIT PLANS AND SPECIFICATIONS. I- \. J 11 Z\ k...) \* Cil I3C TABLE 1704.4 FEOUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION r VBIFICATION AND INSPECTION CONFINUOU8 PERIODIC FIER:FENCED STANDARD a IBC REFEFIENCE 1903.5, 1901.1, 1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING X ACI 31£3: 3.5, 1.1-11 19011, 1914.4 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE AWS D1.4 a)1903.5.2 WITH TA5LE 11043, ITEM 55. ACI 318: 3.52 be ix 3. INSPECT 5OLT5 TO 5E INSTALLED IN CONCRETE PRIOR TO 0 i•- t•- T.44 0 0 0 cp 0 cd 0 4,) az •-• cv AND DURING PLACEMENT OF CONCRETE W3-4E RE ALLOWABLE X 1912.5 LOADS HAVE BEEN INCREASED. Is' ail' 74 o; gl 4 k 4 1904, 1905.2-1905.4 rzl o 0 o 4. VERIFYING USE OF REQUIRED DESIGN MIX. X ACI 318: Ch. 4, 4.2-5.4 19142, 19143 CO o k t k Z 0 „I 0 4,4,3 s., rq 5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE ASTM C 112 0, ',.'' iz SPECIMENS PO R STRENGTH TESTS, PERFORM SLUMP AND X ASTM C 31 1905.6, 1914.10 AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE ACI 315: 5.6, 5.5 riT41 <I <I OF THE CONCRETE. /.;,..N T.M. RIPPEY :3'. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT X ACI 31E3: 5.9, 5.10 lea"i1e0 .10 `-')2cON(AuliZGRIENANEFFAM FOR PROPER APPLICATION TECI-INIQUES. 1914.6, 1e14.1, 1e1413 THESE DRAWINGS ARE THE PROPERTY OF TM RIPPEY CONSULTING ENGINEERS INC. 1. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING X ACI 318: 5.11-5.13 1905.11, 1905.13, AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER EXCEPT WITH THE PROPER TEMPERATURE AND TECHNIQUES. 1914.9 WRITTEN PERMISSION OF T.M. RIPPEY CONSULTING ENGINEERS INC. •••■■■■■••■■• S. INSPECTION OF PRESTRESSED CONCRETE: A. APPLICATION OF PRESTRESSED FORCES. X ACI 31S: 1a20 DATE: 03.08.07 5. GROUTING OF BONDED PRESTRESSING TENDONS IN N/A X ACI 318: 18.18.4 FILE NAME: THE SEISMIC-FORCE-RESISTING SYSTEM. DRAWN BY: DMS CHK'D BY: TA 9- ERECTION OF PRECAST CONCRETE MEM5ERS. X ACI 318: Ch. 16 SHEET 10. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND N/A X ACI 318: 6.2 n06.2 1 . .. 1 PRIOR TO fR.EMOVAL OF 5-40E S AND FORMS FROM SEAMS ND STRUCTURAL 5LA . ISS ./ , , .. .,,,, ,,, , OF 14 AL - 1/:. : -0" PROJECT No.: 1024 11"11-0" / 101-0" 51-0' 11-4' 51-0' 21-0N 6'-6' 21-0" 51-0' 11-4'S1-0" 111-2 9'-34' S1-0' 41 51 -0' 21-0' f5.1-0' 4' S1-0" 191-4' S1-0" 4' 51-0' 11-0' / / / / / / / / / / / / / # / / A' / / A' // *- Hr._""ir if= I—I I I III mow Ic1 I I —(C \ � / �- N t ! 1 { •301-91 a` `_" J '_' �'r I / 1_I ,- -- - kr ko _ 0 cp W i- t 11 -a `D- . 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Q z �m Z° � ��� / March 8, 2007 PACIFIC y z__t ; � F'AK PLAZA rn 6,� CONSULTING ENGINEERS QN c ►� d o z 511 fa_r me A Structural Plan Review F 6T FLOOR ELAN Sly FW IN STREET -'v.) , N.M o Z - '� D1► w (g/13,2 o m March 9, 2007 Iv r z pg c.4 rn 7650 SW Beveland, Suite 100 `C I , C,� C O1�1 9 12 2 3 � Tigard: Oregon 97223 ; .� o •�,��, �, Phone: (503) 443-3900 q -4 CO r Fax: (503) 443-3700 � §W,sA _ 11T 0- " / SG/ / 10'-0' S1-0" 1'-4' S'-0" 21-01 6'-o" 21-0151-0' 1'-4151-0' 20'-6" 5'-0' 4' 51-0" 2'-0' S1-0' 4' S'-0" 19'-41 5'-0" 4" 5'-0' 11-0' / / / / / / / / / / / / # / / # / / # // \ \ imik immirmI 4 I immemst \ ��i t 1 -�. �� \ � -1 �■�w■�I \ \ 9--- 7"---c 112—N ON 6 I ■ I \ yI \ '• 1 -----\ .1 {. _.,.- _____ _____s rit 1' rri vi ttt M V' r to 0 U? r � • \- S t�„- s 0 z 6 0 Z �. it CI w m m sz-ii 6 P P )4. 1— 0 6 L \ • . * \ 0 kr kp X Hi \ -\ r _ /J or V -”} 6',- 1 / 5'-0' S1-0' S1-4' S1-0' 41-5' S'-4' S1-0' 9'-2" Z 161-14-1 a / 0) \ /(-- / Cr 14'-6' 51-0' 2'-4' 4 4 50...40 / MIER MOM ,� / / / IIIIII / :ct Ma 0) VOICE1111:EIPINCTI 4, 1V-41. mime soma 4 N ) / / / "-It C()\ )05>,t7 1'7\1 \-**--- \ ‘ -\-- .t / C° ♦ 91-0" ir tv - 6 tr `� ` kr U! 6 0 \ N i kp EQ. 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R I P P E Y%Z c�rnl yr . y. t ,,233-_-_.1- F� March 8, 2007 P4C I FIC f=`,441Ri< LAZA 1M Q m �y �o , '� CONSULTING ENGINEERS 4-5.4 y o ASt : : , 7Review Q 96 C�1 1 I'�� Cam' ' �' o x a w (nn 6 e, m � �I Q O R FLAN W-Is. ° ® z c o g rn � i r, z ,, ,� 7650 S� Beveland, Suite 100 o m $ �n TIGARD, OREGON g�2 2 w �i °°o - \��' Tigard, Oregon 97223 ,� NJ .a,� Phone: (503) 443-3900 m$E s 4 o°o Fy 1�� Fax: (503) 443-3700 C/1 W Z W FOUNDATION PLAN KEYNOTES: 4.4 z z o FOOTING SC{-E0ULE: 0 1. 4" CONCRETE SLAG ON GRADE WITH "3 REINFORCING BARS * 1'-6" 0/C EACH IuAY, OVER H OVER 6" CRUSHED / COMPACTED GRAVEL 5ASE OVER 5 a) cn 6 MILLIMETER VAPOR BARRIER, .�,-�' (--- LENGTH WIDTH DEPTH LONGITUDINAL TRANSVERSE REMARKS COMPACTED STRUCTURAL FILL OR UNDISTURBED NATURAL SOIL. • z to N a°h 'L° 'LW 'D' REINFORCING INFO GIN o RE R G 0 „ „ ►� 36'-0't 5'-9i/.�` 2. 6" CONCRETE 5LAi3 ON GRADE WITH *4 REINFORCING !BARS 0 2'-0" 0/C EACH WAY OVER 'd 4 el Cr) -8 4 -8 0 -10 (4) "5x4 -2 (4) *5x4 -2 CENTER UNDER HSS COLUMN / / / 6" CRUSHED ! COMPACTED GRAVEL E3ASE, OVER COMPACTED STRUCTURAL FILL OR UNDISTURBED `�' z NATURAL SOIL. a c '¢+ .0 6'42" 6'-6'' 11-2" ('1) +'5x6'-0" (1) *5x6'-0" CENTER UNDER HS5 COLUMN S1M. o 3 103 �� _ 3. EXISTING INTERIOR THICKENED SLAB PER DETAIL 1/53.1. o�a OT-4" T-4" 1'-4" (9) '"5x6'-10" (9) *5x6`-10" CENTER UNDER HSS COLUMN �`� A 53.1 53.1 Q U ., „0,�'4 L� TYP. g 1 4. EXISTING THICKENED SLAB EDGE PER DETAI b a� ►► ►► ►► (4) '"5x4 -0 (4) '+'5x4'-0" 1 COWER --k� o c� o °° O 4I-6" 41-6" 1 -0 TOP BOTTOM TOP BOTTOM CENTER UNDER HSS COLUMN k5' NOLDOU.N r ►� c'o .,44 Itl \ \ I' tmol my.,.rillri��irriirriirr.riiriiiiriiism.:.; -1-1-- I D 5. EXISTING 8 CONCRETE STEM WALL PER DETAIL 4/53.1. r,r KICONT. 11-6" 1'-0" (2) "SxGONT. --- -__ ! i' 0 L { J 6. EXTERIOR WALLS SHALL 5E 2x6 STUDS * 1'-4" 0/C UNLESS OTHERWISE NOTED. SIM. �1 j --I UCTU ([ -1 / I g•1R RAL Y: 11 ,�f1J� 1. INTERIOR SHEAR / !~BEARING WALL U1ITH 2x6 STUDS * 1'-4" 0/C. ��,p PR Oft s ---- EXISTING FOOTING r�J - 0 i ��� 1'-6" TYP. r, t/ ��� INS s/®�i 8. 1 2x-1 4 1.5E LSL WALL STUDS 9 to -8 0/C. �, 9 NEW FOOTING '�� ` i3,oas� e' �� E ® 9. 6x6 DF-01 POST. a)DENOTES HOEDOWN LOCATION AND TYPE k a 'l 1-- EQ. EQ. I "„��"�` 10. 51/4x'1 PSL POST CONTINUOUS TO TOP OF PARAPET. �a otGOrlQOO �, 4 is-- I -w �o tY 11, 7 Q� 11111111 L ---14 11. 1x7 PSL POST CONTINUOUS TO TOP OF PARAPET. 'y �� ►- `MERR�II �j Q _ T-1-1 7 T 1-1-1-11 / CO L" i (�' I I I i ICI I ! i I 12. H5S 5t/ax5t/2x5/16 COLUMN SUPPORTING ROOF SEAM ABOVE. EXPIRES: 12-31-08 I L i 11 5HEARWALL SCHEDULE: A I I i L�u \ 13. HSS 51/2x51/2x5/16 COLUMN SUPPORTING FLOOR SEAM. BOTTOM PL. SILL PL. AT f l 1 L �. 01, 13 t t r SI-IEATI-ING AND TOP PL. ACTION BOTTOM PL. AT SMEAR I J I 51.1 14. HSS 5/2x5/2 x/4 COLUMN SUPPORTING FLOOR SEAM. NAIL SPACING TO RIM JOIST CONNECTION CATION CAPACIT1f' �ATIOht rte_, i I - !Q TO RIM JOIST CMN. BIZE� ,S, 15. HSS 51/2x51/2 x1/4 COLUMN SUPPORTING EXTERIOR DECK FRAMING. 1/16" 085 (1) SIDE 1/2"4) x 31/4" EMBED <)(e AAP 3'-�,1't mq� lOd COMMON SIMPSON LTP4 /--- 16. VERIFY FOOTING DEPTH F'ER 1/53.1, 3/53.1 AND 4/53.1 U1fTH DRILLED HOLES ,4T INTERIOR FOOTINGS (V / \ W/ ad 0 6 0/C EDGE SIMPSON TITEN HD 150 P.L.F. 2x !Ir 11 AND 1'-0" 0/C FIELD TOE-NAILS * 6" 0/C e 4'-0" 0/C ANCHORS 4'-0" 0/C ` Nt' ''' 0 AND EXCAVATED HOLES AT EXTERIOR FOOTINGS. 1` -' TYP. 1 '1/16" 055 (1) SIDE 1/ "Q x 31/ " EMEED ■c SIM. 3 TYP. I -I 'o A W/ 8d 6 6" O/C EDGE SIMPSON 'LTP4' SIMPSON `LTP4' SIMPSON4'TITEN HD' 260 P.L.F. 2x i * 2'-6" 0/C a 2'-6" 0/C 53.1 Ii a- Z AND e 1'-0" 0/C FIELD ANCHORS 6 4'-0" 0/C TM I 51_gr,4" ,4_ 0 0 1/16 055 (1) SIDE , 1/2"d" x 31/4" EMBED r- - - ---1 Z 0 51MPSON LTP4 SIMPSON 'LTP4' I W/ ad a 4 0/C EDGE SIMPSON 'TITEN HD' 380 P.L.F. 3x ____ ____ J r° -I- i a a_I L 6 1'-8" 0/C * 1'-8" 0/C D AND * 1'-0" 0/C FIELD ANCHORS a 3'-2" O/C 6 TYP. 1 I Lid/ 1/16" OSF (1) SIDE t/2" x 314" EMBED I----- ----1 DECK L J WY COLUMNS ASIMPSON LTP4 SIMPSON LTP4 L J I O W/ 8d • 3" 0/C EDGE SIMPSON 'TITEN HD' 490 P.L.F. 3x I i 0 1'-4" 0/C i'-4" 0/C AND * 1'-0" 0/C FIELD ANCHOR'S * 2'-6" 0/C I I it 2 0 0 1/16 OSE3 (1) SIDE 1/2". x 31/4" EMBED r = r i IMPON LT4 SIMPON LTP4 ► ► 1 0 W/ 8d * 2 0/C EDGE 1' 0" D/C 1`-0" D/C SIMON TIEN H 640 P.L.F. 3x � I AND a 1'-0" 0/C FIELD _ ANCHORS e 1'-8" 0/C ‹,/ 0 /// ./ L. I <:t to 1 19/32" PEYWOQD (I) SIDE 1/2". x 31/4" EMBED / OL 0 A SEE DETAIL SIMPSON LTP4 I�i // (� `- W/ 10d 2" 0/C EDGE 2/54.1 0'-6" 0/C SIMPSON 'TITEN HD' 810 E='.L.F. 3x 1t�-" 1 ^` ,,, DUS / 1--- AND € 1'-0" 0/C FIELD ANCHORS ' 1'-4" 0/C I % �� // '1'11 Ak A>.*OG\t: A 17-- Au ,e, 437. ...... SWEARWALL SCHEDULE NOTES: ® DENOTES LENGTH OF SHEARWALL - -- -----� �-_- ___ , 14,_o,t 8'-2 't 20'-8 "t 20`-11 '1 :<:Sririiiriioiiiiiiiiiirirrisiiiiii,,rciiiiiiiiiriiriiiiriiiiiiiir.4 I / I / / ■1' 1. BLOCK PANEL EDGES IN ALL CASES. SIM. 3 I I 2. WHERE EDGE NAILING IS 4" 0/C OR LESS ALL FRAMING MEMBE S G IVING G NAILING FROM ABUTTING PANELS 53.1 L _L J R RE E EDGE L R S G P NEL i - / 3-I'-i "t SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER. SHEATHING EDGE NAILING SHALL 5E STAGGERED IN ALL CASES. ...r % I (2) HDU8 0 I-- % 0 3. ALL NAILS ARE TO 5E COMMON NAILS UNLESS NOTED OTHERWISE. VALUES OF OTHER STANDARD CONSTRUCTION 'c� / AU �� 0 L_ \ \ D D FASTENERS WILL ALTER REQUIRED SPACING AND MUST 5E APPROVED 5Y THE ENGINEER OF RECORD. �,. a D _ Q� a 0 15 0 .4 r -� r -I r r- 4. DO NOT PENETRATE SURFACE PLY OF SHEATHING WITH HEAD OF FASTENER. \ `A, ,,./� - -„ -1---,-,-4,,, 5. 3/16x2x0 -2 PLATE WASHERS SHALL 5E USED AT ALL SILL ANCHOR BOLTS. ® / 53.1 TYP. 0._ 6. ALL NAILS, BOLTS AND WASHERS U5 IN CONTACT �� ,/ \ ___.. // 0 C A 61 1 0 ER ED D TACT WITH PRESSURE TREATED BOTTOM PLATES SHALL 5E STAINLESS / __ ;;c; ' �.STEEL OR HOT- IED GALVANIZED. ► _I I � `� I...�at '-I�......I!I uI�:.��I c. I8I tom: �rr>rrlrrrrrrl�rt,... I.._ - 0 -I. WHEE A 3x BOTTOM PLATE IS UED (2) 20d 50X END NAILS SHALL SU STITUTE FO TH (2) 16d COMMON NAf A . '� D 5E D R E LS I �� Ltil Q -_I 0 _ O I-- � O IN TH STUD TOP AT CONK CTION. ` -I r I`"" E PLATE E ID S. UNLESS NOT OTHERWISE, 1 I I TYP. \ 'r,..,. iiiiriirrii i 7)4.- rrrr.... i, 6�/(2) HMO r- ' LE ED ERWISE, EXTERIOR WALLS SHALL 5E TYPE A SI-IEARWALLS. 0 © --.,.1 /'I ft-ui1 TYP. l / _9. EXISTING CAST-IN-PLACE ANCHOS AE AN ACCETALE ALTERNATIVE TO THE SPECIFIED SCEW ANCHO . I �Y + 13 I , v 0 - ri { 161-1,41'± / w / 1-s -I 51.1 7 0 Iii pripl, I TYP. . 1-1 illik\ 73? 0 0 -6 77 L-I Or-a .11-. Li I 10... 0 --7tiscNi PC° a i HD�DOWN SCH DULE: tt © ,� r --{ TYP. 0 - -� ---- ` TYP. g END OF 10.2 can N EPDXY A f� r 1 L J- -I API INTERIOR -- - 53.1 WM HOEDOWN E D EP X ANCHOR COMMENTS -� { 30 -g t T" I / I SI-IRWAEL �r / COL. wil I POST (ALL THREAD RODS) '" Lo / I / I / �� . DU8 (2) HDUS 6x6 8 x 101/2 MN. SEE DETAIL I % { CO �`I:in= it EMBED 10/53.1 0 idi 0 f,) x 1 -0 MIN. SEE DETAIL I I r HHDQ14 6x6 % I I TYP. ' - 15`-0' .E o o il,EMBED 10/53.1 0 0 NOTES: 'y TYP. Arraki_ � Q - - 4 ,� - a` - `�' � � TYP. 53.1 � ,� �` .�- HOLDDUJNS ARE SIMPSON STRONG TIE ACHORS. / ! -1 L- _ ___ ' i 6-f/////////r/////1f'i:.:I�I cimm.fir.I f..ifc<I��t c<iciv..I�1,i/cil `:.: - - - �r�_ _ �, '�d fy USE S(MPSON 'SOS' 1/4". x 21/2►► SCREWS IN ALL �"':"L'..,riirriirriiiiriiiriirirc riiiirriir�►iirriii� �lii�h��sl�l�i�l!<viiiiiiiiiiiuiiii► rriiiiiri►riiir`it.�s .t�i�t�l I \ p s•••4 0 `�' U CASES. c., `�?.. r- ,- r-- -� `� EPDXY ANCHORS SHALL 5E INSTALLED WITH c4 0 • � 4 d .O w _ SIMPSON SET' ADI-IESIVE. 0 CO c� maw V - END POSTS ARE MINIMUM, ADJUST PER PLAN. T.M. RIPPEY 9 a 200?. ALL RIGHTS RESERVED 53 -0 t C CoNSULTNG ENGINEERS INC.0 53.1 TYP. O / THE PPEYVACONSULTING ENGINEERS INC. 1 TYPICAL TALL ) " AND ARE NOT TO BE USED OR REPRODUCED 56. 62 -1- t IN ANY MANNER EXCEPT WITH THE PROPER WALL ELEVATION 4 WRITTEN PERMISSION OF T.M. RIPPEY /- CONSULTING ENGINEERS INC. NOTE: LOCATE TRASH ENCLOSURE PER SITE PLAN DATE: 03.08.07 11'1'-0't FILE NAME: / DRAWN BY: DMS 1 TR4S1-- ENCLOSURE FOUNDATION FLAN CHK'D BY: TA 52.1 PPP BASE SCALE: t/all : 11.01: PPP BASE SCALE: 1/g" = 1'-0'1 SHEET i 117 a 32 0 1 OF 14 PROJECT No.: "1024 i -mi W W z ca. g a., z SECOND FLOOR FRAMING FLAN KEYNOTES �-' W c cg z o 1. 118" T4G PLYWOOD OR 058 FLOOR SHEAT1-IINC�, APA RATED 60/32, ORIENTED AS SHOt11N (LONG • a EDGE PERPENDICULAR TO SUPPORT MEMBERS). GLUE AND NAIL WITH 10d COMMON RING SHANK � c°cl 5 c''NAILS ' 6" 0/C AT PANEL EDGES AND e 1'-0" 0/C FIELD NAILING, TYPICAL. •E-4 8 Z �� M o A 2. 16" TJI L65 FLOOR JOISTS w 2'-0" 0/C. 'd 0) I r'• /24 3. TJI 'BLOCKING, TYPICAL AROUND OPENINGS. a c�d4 4. ALIGN FLOOR JOIST WITH WALL PER DETAIL 3/54.1. O�� 2 o 54.1 5. 6X6 DF-*`1 POST. , ' 0 o 6. EXTERIOR WALLS SHALL 5E 2x6 STUDS e 1'-4" 0/C UNLESS OTHERWISE NOTED. SPLICE TOP PLATE co • � ��i�lii7c.f!//Lff!///!f!/ //f////// ////A , _---4/ - 114 �1 _ PER DETAIL 1/54.1. 17 0 j I. INTERIOR SHEAR / BEARING WALL WITH 2x6 STUDS * 1'-4" 0/C. oRUCTURAL OA ,\(�O PRUFFss�8. 1"2X1"4 1.5E LSL WALL STUDS e 0'-8" 0/C. �,�`' #1.114* �4 9. SIMPSON 1MSTI601 STRAP ON TOP OF FLOOR SHEATHING. 13,089 t0 1 I i I ` 10. 6x6 POST BELOW WITH SIMPSON MSTC66 STRAP BETWEEN DOUBLE WALL STUDS ABOVE AND POST L "„�„' BELOW. �C OREGON ' _ 11. BLOCK AND PROVIE EDGE NAILING AT ALL UNUPPOTED EDGES OF FLOOR SHEATING IN �' MERa1-I-1-T T 1-[ -1 1 WATCHE0 0 I I I II 1 I I EXPIRES: 12-31-08 1 I I I ! III 1 12. H5 51%xk x5/16 COLUMN SUPPOTNG ROOF SEAM ABOVE_ C 5!8x21 2) S_PAN CQISTN�OUS Y L 1 L _IJ_1 1 >* _ fr- t-- 13. HSS 51/2x51/2x5/16 COLUMN SUPPORTING FLOOR !BEAM_ 0 14. 1-I55 51/2x51/2x1/4 COLUMN SUPPORTING FLOOR SEAM_ �I 15. 6x8 I-4ADER TYPICAL UN SS OTI�-I IS NOT WITH C KI TU f T 54.1 1 i i� LE ERW E ED 1) NG 5 D AND C1) TR M 5 UD AT EACH END. (y N.jr el ;; N l.0 cv 16. `Ix-1 PSL HEADER, j"--Nef I I I 0 I I I ii 11. (2) 2x6 KING STUDS. HANG I-)FADERS OFF STUDS WITH SIMPSON 'HUC68' HANGERS. _, 1"I to TYP. la. SEE DETAIL 5/56.1 FOR BRICK VENEER LINTEL SCHEDULE. Z 8 55.1 CI A 19. 16" TW 165 FLOOR JOISTS * 1'-4" O/C. ....4. 0 , -C) 0 , -I - I 1 IT.1 lid TYP. A ._ -_CAL 514.451.6.12.3 -A1_CSPIIT_[N.Li _ , _ ■ i 54.1 ` Iti a- ty. IA- 10 e . 54.1 � U.- LT. 0 z\O TYP. 0 �I ,: 0 I I to ot .. I 4 to .4 IC) 0 -:\I ' -1 / ) 0._ \c) 0 174 , \ / 1 "' (A I la , Gid, BIM. ,i./i#7,,,, iiiiiiiii4iiiiiii.IIII./!4_+iliiiiiiiiiiliiiiiiiii✓iir c.,�./ ) le 0 0 , CD- L :4 0, \ ....\ \ 4; 0 \ \ ck7 '' / \ -4- Q1 I 0 / \ \ //// 10 mair 0 ---1 fey ......1 0_ - u..1 amk 0 ''s‘ 54.1 �i , ----• ‘„, 0 1 o \ ,_ ° \ : ' _ AL. ----1 o z 1 _____„ 7 ■■•■■■ne , �I Y ail/ '- w.I -� 1....., Pabn ____ j 0 1: `� PEN ,, 04. c4 0 % ___A�1 � ---� !_ 4 4 / 91 -taiw s Li--_-______-_-_-______-_-_,- (.1) � � 6 Z Z / I . 4-r- Ac�.-�-':-I {- t- I 0 �� ��, U TYP. 0 TAI _, r4-O t 0 0 tl -i 0 �!/A %: ,1� cf) % ` c-:, 0 VAI /'%6%. / N / '- x TYP. x - / N"0 �°1� 0 ''0 [ H d, S I Mr ---1 0 AIN ,k_ ,,,,, 0 - __ TA: TYP. 1 cp o c o� - 2 a) C aaz 0 0 s �, \\\\�\".�� _. ,, - % _ 5.41 . ao as Ara MIA° ili f �► e 0 a m .i • // 'L, i.� f . /-1 r1.%/ 1 4,,,,, .....,....,,.......:.r = :I• i-�='rr��..w�i%'��/ iii :�.r:� aNw �.:�. � �E 0 04 &) g U1 Allk W AI <d Ix TYPICAL TALL Mr 54.1 TYP. 56. WALL ELEVATION LM. RIPPEY ©CONSULTING ENGINEERS INC. 2007, ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF TM RIPPEY CONSULTING ENGINEERS INC. AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER EXCEPT WITH THE PROPER WRITTEN PERMISSION OF T.M. RIPPEY CONSULTING ENGINEERS INC. DATE: 03.08.07 SECOND FLO0I: FRAMING FLAN (FIRST FLOOR WALLS BELOW SHOWN) FILE NAME: . DRAIN BY: DMS PPP BASE SCALE: lib" = 1'-0" CHK'D BY: TA SHEET e 2 ,2 OF 14 PROJECT No.: "f 02 4 W 4 ,, z . Q ROOF FRAM ING PLAN KEYNOTES: a z 1. ROOF SHEATHING SHALL BE 19/32" PLYWOOD OR OSB, APA RATED 40/20, WITH THE STRONG AXIS , a PERPENDICULAR TO THE SUPPORTS, AS SHOWN. STAGGER JOINTS THAT ARE PARALLEL WITH THE o SUPPORTS. NAILS WITH 8d COMMONS a 6" 0/C AT PANEL EDGES AND �&I 1'-0" 0/C AT INTERMEDIATE . a rn o° SUPPORTS. E U �d P. e o BUILT-UP 2. 14" TJI 360 ROOF JOISTS 6 2'-0" 0/C. .� ? CRICKETS AS REQ' 3. 14" TJI 360 ROOF JOISTS Si 1'-4" 0/C. a) 'm d+ D 0 TI GK I TYP. 4. " HATCH. 0�p DE T/DECK DOUBLE 14 TJI 360 ROOF JOIST, TYPICAL AT MECHANICAL UNITS AND ROOF ACCESS o 226'-1" 55.1 lA 225'-10" rn b -v 5. TJI BLOCKING, TYPICAL AROUND OPENING. I0 '1414 o \I'm! co I P��_: f1 i2: rr.,,r //Jror ,,,,mrr /rr�7 - 6. ALIGN ROOF JOIST WITH WALL LEDGER. 0 ii �'�' RO. DRAIN 1. 6x8 DF- 1 POST. taUCTUAq :t I I ! ��o PR°fes � s i _E { a 6x6 DF-.1 POST. ��' IN /0 II 0 { TYP. 6 -0"t , v- �' �9' ii { 9. 1x1 PSL POT.AI � i9,oag MY - I 1 0 1 1 I 1I I . 01 2a P'SF 1 �, -tr, 10. HSS 51/2x51/2x5/16 COLUMN. OREGON T P' ( 111E-1111 '' /G'� ;: 11. EXTERIOR WALLS SHALL BE 2xh STUDS 1'-4" 0/C UNLESS OTHERWISE NOTED, SEE 1/53.1. °l r 11, `' Q� / 4 °JPICiHhil �Y T/DECK j 31 12. INTERIOR SHEAR / BEARING WALL W/ 2x6 STUDS 6 1'-4" 0/C. MERR�I 226'-8" I 6'_Ia't mi�11 111 tAflUINUI 1 11/2x-11/4 1. E L5L WALL STUS 6 1'-0" O/C. EXP{RES: 12-31-0$ AI GL 1/ex161�s ( . ice-' 14. SPECIFIED DRIFT LOADING IS IN ADDITION TO THE DESIGN SNOW LOAD OF 25 P.S.F. %� 8 4 ol I 55.1 -- 15. MECHANICAL LANDING. , 16. 5IMP5ON 'C914' x4'-0" STRAP ON TOP OF ROOF SHEATHING. C4 IJ :0 It3 t -� T'TF CV _A � { _ " 11. 6x8 HEADER, TYPICAL UNLESS OTHERWISE NOTED WITH (1) KING STUD AND (1) TRIM STUD AT EACH END. 12 - 1 1 I ' I I `11'- I I 1 I I 4Di ' 55.1 � � � �-- J _ 18. 1x1 PSL HEADER. _,_], TYP' �� 19. (2) 2x6 KING STUDS. HANG HEADERS OFF STUDS WITH SIMPSON 'HUC68` HANGERS. 9-- Z TIDECK - •ECK 221'-1" I '-1" O I 20. SEE 13/95.1 FOR MECHANICAL CURB TO ROOF FRAMING CONNECTION DETAILS. ? . z. tn 0 - 1 ,,- GIL 518x16/Z (2) SPAN CONT. , I . 21. TJI BLOCKING ALIGNED WITH WALL POST. EXTEND BLOCKING (3) JOIST SPACES OR 61-0" MINIMUM. 'N. in v nr - - -_a - - - -► - / �►,A SEE DETAIL 14/55.1 FOR JOISTS PARALLEL TO WALL AND DETAIL 15/S5.1 FOR JOISTS PERPENDICULAR f��j TO WALL. TYPICAL AT ALL PSL P0T5 THAT EXTEND TO TOP OF PARAPET. �10 vf.). lup 4 0 \ _42 k...) 11- I Ilair I I VP 22. / \ DENOTES SHEARWALL PER SCHEDULE, SEE SHEET 52.1 W. 19 et 19 23. PROVIDE BUILT UP CRICKETS TO DIVERT WATER FLOW AT ALL MECHANICAL LANGINGS AND ROOF -___ or) )I nr ., TOP UNITS THAT PROTRUDE ABOVE TYPICAL ROOF ELEVATION. V I e I 11 II 2 II 1 I ( . ( 1 , 24. ALL WEATHER PROOFING, ROOFING AND FLASHING DETAILS BY OTHERS. .51r..... .... tN c 01 1?\ 61 -1::: T/DECK % liNNN1" / / 2261-8" � I 1 % A 'PECK. f ROOF / 22 ,_8„ 0 ", ! .AEI DRAIN .rrJ:IrrrrJJ/�//roJ�JI'JJJOAPJ• AI 4".W ALCM/ 411/ Mite 0 \ 0i 0 Ai A4.1- 0 - T/DECK . - •. e - 41 PSF 226'-4„ 3 - ` I or _49 55.1 k../ eh.- e A. , 4' NN.., ROOF O. 1 ,AIL • _IQ \ DR,41N • � T/DEC �, .�i al.a -.11 -0 THIS �'! \ 2261-10" �' T/DECK MY T/DECK T/DECK 't-- WALL /"!�_ �.- 221, „ 0 221'-6" 226'-8" E EN ,�, 2 5F s CK 1. 7 le) 10 •'ii - 1-. _ ��►, 22/V-4" _, ,i��w� :::= :: ��- �' _- -;:-: 1�////f/////J///////�, - ff. 1: , I p r TIDECK � � .,`, FA' . - II _ 25 PSF UjI� - _ !BUILT UP CICKETS Z . sii _ AS REQ'D, TYP. a- 1\.,ii' Mii .0 0 -- 1 A 1o _p 1 t3 3 Q�! 1 a► !� Q #711 Ai lar �: _ X I'� o 011 , ' =g _ . _! ._ - 0 ma. iui I TYP. _i V - - TY - �{ - 'I - 54.1 L I �% T` P.� - � _ '� { I� 1 4 L C._ /.N i -0 A cv - - 55.1- ! - _� - pgli______-,-,11 �- _ WALL , ._ti k iTAW / „ 41 PSF ti`, ,,t) 1 �i _ PP-4- , _ - 1 1 �, - TYP- -- ,''�1m _ e _ I X711 8 p : _ '�Ili., i EL ii i Aa- -.1".4. -.... 0 O II _1 it IIM _ ' 111111111111KIMIY '-`4111"...........11m-li I eta g4 iliFiell‘libibs' 0 ' A 11M111111 ' II b. --NA ,. . . . _ 11111111111IF it of 0-- # 1 �1 1 cu , 1 41 PSF lir �I °_ i- '� I I ,_ TYP. g ��o k°" MI . MU 1>`.IJr /rr/r/r/J//:o, -:m:1w: �i=�-ire i ,. :4:: :J•'.%////II////////////f////i///r///rrI////A;Mr////L.: ::: �-.silr_i :::==;:r////JJ////////JJJ.J/..•r//J/J//////////////./i i.: :U. rZ 0 U i F-i 0 rn T/DECK A T/DE. T/DECK TIDECK T/DECK T/DECK T/DECK 22T-10" 221 M: 22T-I0" 228'-4" Alik 221'-11" Mk MI 221'-6" illa 221'-5" 0 < <I pl BIM. TYP- 2007, ALL RIGHTS RESERVED C CONSULTING ENGINEERS INC. THESE DRAWINGS ARE THE PROPERTY OF 0 0 TM RIPPEY CONSULTING ENGINEERS INC. AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER EXCEPT WITH THE PROPER WRITTEN PERMISSION OF T.M. RIPPEY 1 CONSULTING ENGINEERS INC. Sb TYPICAL TALL WALL ELEVATION DATE: 03.08.07 FILE NAME: s� �, FL __ DRAWN BY: DMS �0 I'� N FLAN (SECOND FLOOR WALLS BEL©W SHOWN) Clix'D BY: TA PPP BASE SCALE: I/8" = 1,_0" SHEET 1 111111 5 2 0 3 OF 14 PROJECT No.: x'02 4 I V/ W z W r5 .4 z EXTERIOR DECK AND STAIR FRAMING PLAN KEYNOTES: o Z 1. CONCRETE DECK AND LANDINGS SHALL BE VERCO 20 GAUGE 'B-FORMLOK' STEEL DECKING WITH • H FLUTES ORIENTED PERPENDICULAR TO THE EXTERIOR WALL AND WITH 31/2" TOTAL SLAB THICKNESS. + c''') O USE G90 ZINC COATING ON STEEL DECKING AND REINFORCE SLABS WITH 6x6 W1.4xWi.4 WWF. FASTEN • z cat TO SUPPORTS WITI-4 (4) I-IILTI 'X-EDNI9' PINS PER PANEL AND SUTTON PUNCI-W SIDELAP CONNECTIONS Es.4 C' iv i'-0" 0/C. SLOPE DECK 1/$" PER FOOT AWAY FROM BUILDING. 0 t� �j l j 114 2. HSS 10x2x14 BEAM. D 0 ..4' a) sw CD 6'-0N 3 or' cn . I-4SS i0x3x 1�4 SEAM. o liz 411011 O TYP. 4. NSS 12x2x1�4 STAIR STRINGER. � VW / / $.4 a)-.-. 0 Li 0 ii Li 5. STAIR TREADS, GUARD RAILS AND HAND RAILS BY OTHERS. SEE DETAILS 2/S1.2 THROUGH 6/S-12 IV rr- H 1• w 11 !tom( 1 ® Gn A STUD WALL AND SHEATHING PER ✓ ', CRICK VENEER ANCHORS: 9 GAUGE W z 514EARWALL KEY CONT. HORIZ. RE{NF. 6 1'-4" 0/C VERT. BRICK VENEER PER ARCH. DRAWINGS WI 'OUR-O-WAL' DA2135 ANCHORS W SPACED 6 1'-4" O/C EA. WAY. FASTEN 0.--e � A TO WOOD STUDS W/ (2) D/A808 WOOD P.T. SILL PLATE W/ SCREW ANCHORS rii SCREWS. . • a PER 5I-4EARWALL KEY = � 0 / EDGE NAILING PER PLAN *5 DOWELS x 10" �2x6 STUD WALL NOTE: AT HOEOWN LOCATIONS POVIDE *4 DOWELS a 4'-O" 0/C. DRILL 4 e 1 -0" 0/C. ��DILL 4 INSTALL E� 8 M o o PER PLAN ( ) 4 DOWELS AS SHOWN SPACED 40 O/C INSTALL Wf 4/4" EMED W/ SIMPON W/ 1 0 MlN. EM ED W/ 'b°'PLYWOOD SHEATHING e CENTEED UNER HOEDOWNS. DRILL AN / 'SET' AHEIVE. SiMP0N 'SET' AHEIVE -SI, �l i 1 (SEE SHEARWALL INSTALL W/ SIMPSON 'SET' ADHESIVE. WHEN VENEER ANCHORS (0 c��SCHEDULE 52.1) o: SIMPSON HOLDOWN PER PLAN HOEDOWN I5 AT CORNER, PROVIDE (6) �0 WEEP HOLES 40 2 -0 0/C CoNC. WALK BY OTHERS - Mir IA PER 3/53.1 �M �' *4 DOWELS, (31 EA. SIDE Mir/� 0.0.. ,,.`C) WIN! A OP 4 '`� A o ° CONC. SLAB - 3x P.T. SILL PLATE W/ 1/2 . ANCHOR ���PER PLAN - �i� BOLTS PER PLAN (SEE SHEARWALL Ni EXIST. THICKENED SLAB PER - CONC. WALK BY OTHERS a° �% RRICK VENEER , �,,.. SCHEDULE 52.1) ��/J' DETAIL 2/53.1 1 �, ,011■ I 5 i(2),' (NO WALK AT SIM. LOCATION) '`/\\'�`i"�i'\i\ EXIST. STEM WALL W/ *5 ° c g •• J 1`-4" 0/G VERTICAL 0 F♦ � \ v'wi �r REINFORCEMENT, MINIMUM $$ 2\ � `;' ECG. reign" j, (3) *5 CONT. _ -__- \ :i4 *5 DOWELS x 10" �/// . ///. i 4 1 4 0/C �.��. . . . i , � ' 6 2'-0" O/C. DRf LL AND EG2. 3' CLR, •a.4 /� 13,oa9 3' CLR _ INSTALL W/ 5" EMBED W/ TYP. ° /, \ 51MPSON 'SET' EPDXY. 3' CLR *4 CONT. AT 3' CLR. 3' CLR, �'' .� OREGON o / / BOTTOM (2) *4 CONT. TYP. EXISTING CONC. O l Y 1 i, '4% QQ`` / 3'-0. / AT BOTTOM 1,-�� 2,-0' FOOTING , ,MERR��-��` 1,-0' / / / 4' EXPIRES: 12-31-08 1 TYP. EXIST. INTERIOR THICKENED SLAB 2 FOOT NCI SECTION 3 FOOT NG SECTION FOOTING SECTION 53.1 SCALE: 1" = 1.-0" 53.1 SCALE: 1" = 1'-0" 53.1 SCALE: 1" = 1'-0" 53.1 PPP-04 SCALE: 1" - 1'-0" PPP-D1 �� PPP-02 �� � �� PPP-03 GONG. SLAB, ii, *4 to {'-0" 0/C (11 PER PLAN 24 N (v. N T- 11111 24 III 1 il- 01 d id 0- *41' 0" O/C )<7 <7 101 < / ) 0 0 ) I I 7 Z...... V P-0" MIN. d AP • . (2) *5 AT TOP L / AT CORNERS ° _. OF WALL a 0 l A I/4 / d jJL_ 0 a -r- --r-- --r-/V-r--- r. ° ° it 9 0 0- "sxl2xI'-0" BASE 1E, W/ (4) 3/4". x 1" ..- 1455 COLUMN, PER PLAN 56 / ° 5'-3" COORDINATE W/ ELEVATOR ov, EME3ED ANCHOR BOLTS. ALTERNATE: 3 0 /4". x 3343" EMBED WEDGE ANCHOR - *4 BASE fE 1x12x1'-0" W/ (4) 3/4". x 6344" ° SUPPLIER 4 x1 -6 DOWELS 2 -0 d •. ' 0/C AROUND PERIMETER EMBED ALL THREAD RODS. DRILL 4 HSS COLUMN PER PLAN d 4' . A✓ 1"t NON-SHRINK GROUT OF OPENING. DRILL 5ET INSTALL W/ SIMPSON SET ADHESIVE. 1'-6"x1'-6"x1'-6" DEEP 0'] ~- 8� CONT. WATER- SEE DETAIL SUMP PIT COORDINATE W/ 4 0 GUT EX15T. SLAB 11/2" T'rP. W/ 4" EMBED AND SIMP50N GONC. WALK BY OTHERS 11/2" TYP. 1"t NON-5HR(NK GROUT ° TO INSTALL NEW FTC. -- // 'SET' ADHESIVE. ' 4 STOP, TYP. SUMP PIR ELEVATOR SUPPLIER ° �'♦I 4 r. \ a - d ° `4 / 77 4 --\_ • 4 Q . I ° v ' • a • ///� d. _ a *4 e 1'-0" O/C A. Q 8 Q_ d v ° 8 4 �� �� �� . 4 Q E 4 �d d a. .., � \!\/\\/\\/\/\\/\/\/\\/\\/\ \\�\\�\\V\\ \/\\,//\./V\./\� / WAY TOP AND BOTTOM e A . ' • v � i i i /�\i /\i / \i/\/\i/\i/;i/v\i/\i/\ice\i / " 1 \ d. ∎ a. Q v\\i\i\\i\\i�i\i\i\j\\i\ I I i\\i\\i\\i\\ix, \ \ d, 4 a a 6 a .•a d " ° v. REINF. SLAB fNFfLL a I I I I Q a q4 . ° v 4 ° 4 W/ *3 a I'-6'` O/C d II I! II II v ° 4 ° d a `' U ° Y° , d ., 4 PER 4 v i ° EACH WAY ° d II Ind° it II , a d ° ° 4 ,� d 4 PLAN . ,�C t�� . . PER 4 . U d v CONC. FOOTING d d 4 1'-0' °4 a �n 3 CLR \ d - A -1 q a •. d n• a V ' a ° PLAN . . v. . . .° PER PLAN TYP. �_ v ° d 3' CLR., �. `'. a a 44 4 4 3' CLR. *4 a 1'-0" O/C 2 4d d �` 3' CLR. 4 d T1'P. d v. Q a EA. WAY, TOP a •�- 6' 3 CLR, Ns- 1. NEW BONG. FOOTING TYP. 3' CLR, AND BOTTOM, 1 W/ RE INF. PER PLAN TYP. COORD(HATE W/ TYP. 6• 6" I- PER PLAN / / ELEVATOR SUPPLIER / / / / / PER PLAN / / in / / Q S FOOTING SECTION 6 FOOT N SECTION 1 L V4T OR FIT SECTION g SUMP PIT SECTION 53.1 PPP-05 SCALE: 1" = 1'-0" S3.1 PPP-06 " PPP-07 SCALE: i = 1 -0 53, SCALE: 344" = 1`-0" CJ3. PPP-o8 SCALE: 3/4" = 1'-0" 0 1-- WALL SHEATHING PER "Cr. SHEARWALL KEY - 8d COMMONS CI * 6" O/C i �� rr�►�r�riw..►i�r�.r�rr�i.. ; CRICK VENEER Z A f 7- BRICK VENEER LINTEL 0 PER DETAIL 5/56.1 ROOF 5HEATHING 0 A .�' CONT. 2x6 LEDGER =`�� FLASHING BY OTHERS PER PLAN i1. W/ (3) 1 'd COMMONS "���``,`1;���� \ f INTO WALL 5TUD5 /11 ��.,� EDGE NAILING PER IIII 2x6 WALL STAGGERED EDGE , STUD ■• ROOF FRAMING PLAN NAILING INTO POST --�'�I o � _ 2x6 STUDWALL AND ., 2x FULL HEIGHT % Q 10d"TOE NAIL WALL SHEATHING h -- SIMPSON ``�````` ``��•.� BEOCK(NC� t ■� ■ 6x6 POST AT ENDS PER PLAN r.,,;.. .t OF SHEARWALL _ STAB-cCERED 'A35' CLIP ...,�. FLASH{NCB 0 WALL SHEATHING PER I H0LDOII�I ```��::. BY OTHERS c4 -0 2x6 RAFTERS " DOUBLE 2x - - 8" CMU CLOCK WALL W/ MAX. b- SHEARWALL KEY PER PLAN _..... \ SUES-FASCIA .� °o 2x6 cv *5 9 2 -0 0/C VERT. , El . a (2) *4 6 4'-0" 0/C HORIZ. *5 DOWELS x 10" PLAN . -- ••••••11 51MP50N 'H2.5' CLIP .�° co GROUT ALL CELLS W/ ' .. * 2 -0 0/C LAPPED W/ 10.1 6x8 HEADER W/ \ - rzk 0 0 0 REINFORCEMENT VERT. WALL RE INF. (1) KING AND (I) TRIM \/ In 0 v STUD AT EA. END / 10d TOE-NAILS z WALL SHEATHING PER � � � o �-+ �, CONC. SLAB r SHEARWALL KEY - ' . e 6" 0/C 0 - (2) *5 x CONT. AT TOP : PER PLAN - 0 CONC. SLABS 1 �r AND BOTTOM OF WALL .::. f 1 STAGGERED EDGE P.T. SILL PLATE PER PLAN Q Q \ I 6x6 POST AT NAILING INTO POST AND ANCHOR PER D o ' rs��rii���rr�r.�rir�rr. SHEARWALL tM RIPPLY ENDS OF / 2x STUDWALL AND EXTERIOR GRADE - ���, -� .� . ' c- ® j SHEARWALLS -1, 1 SCHEDULE WALL SHEATHING ! : CRICK VENEER ©2M.RIPP REC ii ERE RVEa d i - ,� Q j THESE DRAWINGS ARE THE PROPERTY OF �- \;\\//�\/\\'\\�\\ L ,i 0 I i 6x6 POST AT ENDS , PER PLAN - ' --- CONC. WALK TM RIPPLY CONSULTING ENGINEERS INC. ��i � �\ c� HOEDOWNS , STAGGERED OF SHEARWALL ►_"Ci �..- .g BY OTHERS ...14� AND ARE NOT TO BE USED OR REPRODUCED i�// /f� PER PLAN .0 EDGE NAILING ' ;� �"C'• "�. IN ANY MANNER EXCEPT WITH THE PROPER i.\/ a 2'-O" INTO POST , 4 t ^• _ t WRITTEN PERMISSION OF T.M. RIPPLY v \ CONSULTING ENGINEERS INC. 1'-6" °� *5 DOWELS x 8" ( __ 11; EXIST. STEMWALL © a © 2 -0 O/C I HOEDOWNS % WALL SHEATHING PER AND FOOTING Q a DATE: 03.08.07 MIN. 0Q 1 WALL SHEATHING PER PLAN 0 SHEARWALL KE r ' 2 0 PER SHEARWALL C21 *4 4 d 1'-0' FII,E NAME: \ 0 1 KEY 1/ AND BOTTOM \ 3' CLR., MIN. t i DRA�PN BY: TA S 3 CLR\ C 1) *4 x CONT. AT ? -\ TYP. CHK D BY. BOTTOM 3' CLR,, SHEET 8' PLAN PLAN TYP. / / 10.2 103 / / TRASH E\CLOSURE / 1'-0' / 9 FOUNDATION SECTION 10.1 0.2 03 4OLDOUJN DETAILS 11 FOOTING SECTION ° 1 53.1 PPP-09 SCALE: 1" = 1'-0" 53.1 53.1 53.1 PPP-i0 SCALE: 11/2" = 1'-O" 53.1 PPP-11 SCALE: 1" - 1'-O" OF 14 PROJECT No.: 1024 - \ gV�iyii W j ( Z P..-4 5 V 10d COMMONS (15) 10d I II w POST PER PLAN 0 �, g 4" 0/C COMMON, MIN.,` z 0 ,.= FLOOR JOIST, ALIGN W/ '� WALL SHEATHING - FLOOR SHEATHING N CONT. 11/x16 LSL LATERAL BEAM ,�' PER PLAN • a a; SIMPSON 'G514' x 9'-0" 4 A ,� 1 PER PLAN + ,� o FLOOR SHEATHING RIM JOIST ,�' � • ��I�����.����/��.������.�.�� ���. ' •• Z •n CV o STRAP FROM RIM JOIST SIMPSON MSTI60 �� - o In vs 0 EDGE NAILING PER 2x STUDWALL AND 2x STUDWALL AND INTO BLOCKING OVER STRAP OVER �' / 1 L o PLAN FLOOR SHEATHING 1/x16 LSL RIM JOIST II "�` 1 t%- EDGE NAILING PER C2) ROWS 16d COMMONS i i 4 •- rd o SHEATHING PER PLAN SHEATHING PER PLAN WALL SHEATHING - ��� O/C, STAGGERED FLOOR SHEATHING ��� (NEAR AND FAR SIDE 111 g ic4 10d * 0/C INTO BLOCKING - ,/ / 111 c� I EDGE NAILING, PER PLAN PLAN EDGE NAILING, PER PLAN ,,� / OF BEAM) '�'' I I FLOOR JOIST a 0 oa FLOOR SHEATHING FLOOR SHEATHING '�"�'�"��'�'� � ��'� i�'i'��'�' ��� '�! 4# II l PER PLAN roliwaill: _....__________..�� �r�r.►�►:riwv i-r�,� i�����.i r��r�ii__�rr.� rr.►�r.is it /PER PLAN - BOTTOM PLATE CONNECTION PER PLAN - BOTTOM PLATE CONNECTION b •• •' .• .• .• .• .• .• .• .• .• .• .• .• .• .• PROVIDE SIMPSON III - HANGER PER ri , �•.. -...a 'MST(3F�' STRAP o �''� = TO RIM JOIST PER SHEARWALL M►- 1 TO RIM JOIST PER SHEARWALL DETAIL 1/55.1 ;� o ///./x/////41% Ar��/�//AV iOr Ai.1 ( /�///////��/.�//lam////////�/�111 � I BETWEEN D ISCONT. In :������� SCHEDULE SCHEDULE i -110 1„,______,.1 rd •a) Q1 WALL STUDS 'i Qj i TOP PLATES 1I� o a~ s~ PER PLAN � �''— 31/2 x16 LSL LATERAL i � ',� � � o CONT. li/x16 LSL RIM JOIST CONT. 11/x16 LSL RIM JOIST i �, (30) 10d COMMONS (30) 10d COMMONS to .�r4 rt FLOOR JOISTS 4 �i BEAM W/ a PLYWOOD / / / DOUF3LE 2x TOP PLATE, �� I • t- E' G4 PER PLAN --- TOP PLATE CONNECTION TO TOP PLATE CONNECTION TO 4x6 BLOCKING AT I;. SHIM DISCONTINUE AT BEAM • SECOND FLOOR LINE 1 I-- 2x DOUBLE TOP PLATES • RIM JOIST PER SHEARWALL RIM JOIST PER SHEARWALL FOR STRAP NAILING - / ' (2) ROWS 16d COMMONS 11/4x16 LSL BELOW, TYPICAL - GL BEAM PER 1°LAN SIRUCTUggI. SCHEDULE SCI-IEDULE 6 6 0/C, STAGGERED RIM JOIST • iV< 'r FROM RIM JOIST TO S ��p PROfFS ji =� i POST PER PLAN SIMPSON ACE6 POST c\ 10 �'� 10d COMMON TOE-NAILS ► 10d COMMON TOE-NAILS �A LATERAL BEAM /,� CAP AT TOP AND . ,'\ ,AGINRa,$ 49 TJ( BLOCKING 0 2'-0" 0/C * 6" 0/C FLOOR JOISTS 0 * 6 0/C ( Tx1LL 11 / ' `� BOTTOM OF BEAM ( .' l PER PLAN -- (CONT. ,� 11/4x16 LSL FLOOR JOIST 13,089 DOUBLE 2x TOP PLATES, EDGE NAILING EDGE NAILING A - 1OIST , -IM JOIST PER PLAN WALL SHEATHING SEE 7/54.1 FOR SPLICE DETAILS PER PLAN DOULE 2x TOP PER PLAN PER PLAN OREGON PLATES, SEE 1/54.1 I -� ,G o00 .� 2x STUDWALL AND FOR SPLICE DETAILS - 2x STUDWALL AND ; 41p 11, QQw SHEATHING PER PLAN SHEATHING PER PLAN O�yy MERR����` 1 FRAMING SECTION 2 FRAMING SECTION FRAMING ID ETA I L. (FLAN) FRAMING SECTION EXPIRES: 12-31-08 S4.1 PPP-12 SCALE: 1" = I'-0" 54.1 PPP-13 SCALE: 1" = 1'-0" s4,1,1 PPP-14 SCALE: 3'4" = 1'-0" Of. PPP-15 SCALE: 1" = I'-0" ' hi (: N (-Ni tFO1 (Y. 1-- VJ ----j\r— a— z V 1 S O POST PER PLAN SIMPSON 1CCQ5-8' v POST CAP CONT. -- DOUBLE 2x TOP PLATES 11/4x16 LVL \ BELOW, TYPICAL 'Nt. Lu FLOOR / ROOF SHEATHING PER - GL SEAM RIM JOIST - SIMPSON 'CS14' x 3'-0" (.)PLAN - PER PLAN I -4 MIN. STRAP OVER FLOOR• (15) 10d SHEATHING (SHEATHING jj 9 ei ' • NOT SHOWN FOR CLARITY) CO V ieiiisiiiii.�.-- AT 'lir AT SIM. CONDITION: c 4. °• POST NOT PRESENT �•. •. �•. •. •, � . •' . . . . ki IL ABOVE '� tip ` .• i .. L ALIGN FLOOR 0 1 -4 MIN. 11-4" MIN. JOIST W/ RIM (P (15) 10d • (15) 10d JOIST 2x DOUBLE TOP PLATE 0/ / /;7 / .• r FLOOR JOISTS TOP PLATE SPLICE CONNECTION: 34 PER PLAN (2) ROWS 10d COMMONS 6 3" 0/C, O. 0.t ; S .. S i STAGGERED, (14) TOTAL, MINIMUM. •` TJI BLOCKING IN (3) . - SIMPSON 'C514' x 5'-6" III - - - N 1 :• _ :- ; STRAP OVER FLOOR t JOIST SPACES ALIGNED SHEATHING W/ 10d I \\ SIMPSON W/ RIM JO f ST - .• 3" 0/C INTO TJI BLKG. CAP PLATE 'CCOQ5' (SHEATHING NOT SHOWN 1/2x"1x0'-1" POST CAP FOR CLARITY) tO 1 1'-10" MIN. OVERLAP -I HSS COLUMN I ii4 S v /PER PLAN i I ------/V- 0 1""""* -1 in S FFRAMING SECTION & FRAMING DETAIL, (FLAN) Allk TOP F�L 4TE SPLICED T4IL U- S4.1 PPP-16 SCALE: 1" = 1'-0" 54,1 PPP-17 SCALE: 3/4" = 1'-0" 54..1 PPP-18 SCALE: 11/2 = 1'-0" 0 0 Z Z 0 — tu, I co iY. u,.... it i b tu• aN 0 w a w Vo z O $1 0 C ii 1 CZ) 'Q if) 0 < a T.M.RIPPEY ©CONSULTING ENGINEERS INC. 2007,ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF TIN RIPPEY CONSULTING ENGINEERS INC. AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER EXCEPT WITH THE PROPER WRITTEN PERMISSION OF T.M. RIPPEY CONSULTING ENGINEERS INC. DATE: 03.08.07 FILE NAME: DRAWN BY: MIS CHK'D BY: TA SHEET e4 , OF 14 PROJECT No.: 102 4 vl 4.1 r4 r4 Ef I..-4 0 NOTE: FLASHING DETAILS 8d COMMONS �l 21-0" D/C Z SIMPSON 'LSTA12' STRAP W/ - BY OTHERS E, (4110d COMMON NAILS INTO Al GL !BEAM PROVIDE SIMPSON 1,435' ANGLE DOUBLE 2x TOP PLATES Z1 CLIPS e 1'-4" D/C to BLOCKING AND JOIST TOP SIMPSON 'C514' x 4'-@" • Z In 2 cp 00 CHORD STRAP BETWEEN RIM 1 ax14 LSL BLOCKING JOISTS OVER SHEATHING - ROOF SHEATHING C; EDGE NAILING PER t� PER PLAN PROVIDE SIMPSON 0" ST .d o� r- EDGE NAILING PER PLAN BETWEEN JOISTS Sd COMMONS T' 0/C 1(514' x 4'-@" STRAP j� SHEARWALL SCHEDULE rt+ BETWEEN !..EDGER AT .-� q c+� SIMPSON ',4351 - -___- BEAM LOCATIONS STAGGERED 16d COMMONS WALL STUDS AND SHE,4THiNG ROOF SHEATHING ANGLE CLIP 0 TO MATCH SHEARWALL EDGE PER PLAN PER PLAN " t - ROOF SHEATHING �+ 1 -4 0/C CONT.. 1/ax14 LSL RIM I ROOF SHEATHING PER PLAN o'°'o NAILING INTO 4x BLOCKING JOIST (DiSGONTINUE 1 PER PLAN - GL SEAM PER PLAN SIMPSON 1,434' CLIP AT TOP - ----. `■ / \ to ,,� ROOF SHEATHING PER PLAN EACH END OF BLOCKING AT GL BEAM) - I �' _ 0 , i 1 @d COMMON i . ► 1 _. St STAGGERED EDGE NAILING IF! TOE AIL B TOTI-F R5 HING DETAILS x 2 �,- E, a w TTT , ■ ,-9 PER SHEARWALL KEY ilit 1 ► ( x li t tl , CONT. C DUBLE 2x TDP1 i 1 ► PL,4TEG (D{SCONTiNUE x x ' ROOF JOISTS ,� PRO 4x6 BLOCKING BETWEEN STUDS AT GL SEAM) x x PER PLAN • °` °` - POST UNDER SEAN S I ���D FFSS�Q W/ (2) 10d COMMON TOE-NAILS �•�'" x x °°° PER PLAN, RUN CONT. x i C> IN ti INTO TOP AND BOTTOM AT EA. 1 @d COMMONS !`` ROOF JOISTS x x EDGE NAILING a °. x 4w 9l Fr PER PLAN WALL STUD AT EA. SIDE 13,089 i' SIDE INTO WALL STUDS Q TOE-NAILS * 6" 0/C ' PER PLAN - ` -- ' OF BEAM W/ (8) 1 @d --- i PER NAILING CONTINUOUS 11/2x14 LSL LEDGER EDGE NA! DOUBLE 2x GL BEAM PER PLAN - AT GL SEAM PROVIDE COMMONS INTO SEAN 1 , 1!ROOF L JOISTS PER PLAN W/ C"i) 1 @d COMMON NAILS INTO PLAN TOP PLATE SIMPSON 'C514' x 4'-@" SIMPSON `CCQS-8' (SHIM AS REQUIRED) -•- GL SEAM PER PLAN OREGON o Z\ EA. WALL STUD. AT SPLICE POST UNDER SEAM PER STRAP BETWEEN TOP POST CAP GlY 11, 7a%° SIMPSON 1-LANCERS: PLATES OVER SHEATHING CONT. I1/2x14 L.SL LEDGER �o QQ 'ITT' AT SINGLE ROOF JOISTS, LOCATIONS, 'PROVIDE SIMPSON WALL SHEATHING - 2x STUDWALL PLAN. RUN CONT. WALL STUD Q �h, l ' 'BA' OR 'MiT' AT SINGLE FLOOR CS14 x 41-0" ON TOP OF ROOF PER SHEARWALL PER PLAN Al EA. SIDE OF SEAM W/ (8) POST, PER PLAN PER 1155.1 (DISCONTINUE Y MERR�I AT GL BEAM SHEATHING. KEY 1 0d COMMONS INTO SEAM EXPIRES: 12-31-08 JOISTS, 'MIT' AT DOUBLE JOISTS, 4 '1-BV AT SKEWED APPLICATIONS (SHIM AS REQUIRED). 1 ROOF JOISTS F RF. TO WALL 2 FRAM INC' SECTION ( 3) FROMINCA SECT I O\ 4 FAM INCA SECTION FAM INC: SECTION .1 PPP-19 SCALE: 1" = 11-@" es.1 PPP-20 SCALE: 1" - 11 @" 5PPP-21 _ 1. - _ SCALE: 1" - 1 -@ 5�,1 PPP-22 SCALE: 1" 1'-@" ��,1 PPP-23 SCALE: 1" 1'-0" i-- Ili CC1 N (y r- tUJC'4 .4 }—. 01 to z V 0 Z. 0 kr- (..) draw 9 A, ' STUDWALL AND 1---L . p I + SHEATHING PER 0 CONT. 11/ax14 LSL -- DOUBLE ROOF JOISTS '- ROOF / FLOOR ++++++ PLAN SIMPSON F ' LEDGER. EXTEND 1=-- PER PLAN (TYP. AROUND SHEATHING PER +++ iMPSON 0514 x 41-0" ' -- \c) PAST END OF GL ROOF OPENINGS) PLAN :/2+++ STRAPPING OVER SHEATHING ROOF JD15T + (SHEATHING NOT SHOWN FOR (f 1 BEAM AS SHOWN PER PLAN ++.4 CLARITY) SUPPORT POST BELOW +++ PER PLAN W/ SIMPSON STUDWALL AND (15) 10d (15) i@d ++++ STUDWALL AND SHEATHING 'ECGQ5-8' POST CAP SHEATHING PER COMMONS COMMONS ++++ PER PLAN �_ �+ PLAN / / / / ROOF JOIST ALIGNED ++. SIMPSON CSI4 x 4 @ /1 * \X/ SHEARWALL EDGE W/ LEDGER (JOIST i� STRAP OVER SHEATHING V i HANGER NOT SHOWN �/� 11111!i II l l 1111 (SHEATHING NOT SHOWN z__ tii` NAILING PER PLAN, FOR CLARITY) I X I X I I X f t>(I FOR CLARITY) - GL BEAM PER PLAN I '� STAGGERED C '•) < 1111111 1111 1/11\ JOIST PER PLAN -- -- ROOF 1 FLOOR ,,^ I +++ •. ••. ••. ••. ••. ••. ••. ••. ••. ••. ••. ••. ••. ••. ••. •. ••. •. ••. ••• �.f •{1 i-- \\ ++++ STUDWALL AND TJI PER PLAN - �' -Q ' JOIST PER PLAN ` 4.". --L 2 -@ F +++;:: SHEATHING PER (15) 10d COMMONS (15) 1@d COMMONS ( } I } MN. + PLAN t MIN. MIN. ,°° °' }$° 1°° ° (/ \\SIMPSON C514 x 31-4" f / ° al t— ii ++++++ STRAP OVER SHEATHING OPENING �-�' i ° I-- C16) 1 @d COMMONS, + (SHEATHING NOT SHOWN IN ROOF SIMPSON HANGERS - ROOF / FLOOR STAGGERED FOR CLARITY) PER DETAIL 1/S5.1 JOIST PER PLAN CANTILEVER 13/x!4 LSL CONT. 1��Zx14 LSL C15) 1 @d COMMONS C15) 1 @d COMMONS LEDGER OUT TO PICK UP LEDGER 0 �. - DOUBLE ROOF 0 - GL BEAM PER PLAN SKEWED JOIST HANGER SIMPSON HANGERS GL BEAM JOIST PER PLAN / 1 PER 1/55.1 PER PLAN �� V ROOF / FLOOR 7 6 FRAMING DETAIL (FLAN) 1 FRAMING DETAIL (FLAN) 8 FRA 1NC SECTION e FRAMING IDETAIL (FLAN) 10 ROOF / FLOOR FRAMING E)ETAIL (FLAN) E 5 .1 PPP-24 SCALE: 1" = I'-@" s" .1 PPP-25 SCALE: 1" = 1'-0" S'.1 PPP-26 SCALE: 11/2" - 1'-@" 55.1 PPP-27 SCALE: 1" - 1'-@" •J" .1 PPP-28 SCALE: It/z" = 1'-0" it LI- 0 DOUBLE 11/2xI1/4 LSL DOUBLE 11/2xV1/4 LSL 0 NOTE: FLASHING DETAILS TOP PLATES -- 0 TOP PLATES BY OTHERS �► DOUBLE 2x TOP PLATES 51/4x1 PSL WALL 51/4x1 PSL WALL EDGE NAILING PER PLAN POST, PER PLAN POST, PER PLAN STAGGERED I6d COMMONS TO MATCH `:`; EDGE NAILING PER ROOF TOP SHEARWALL EDGE NAILING INTO 4x BLK'G. i SO"' SCHEDULE UNIT (R.T.U.) SIMPSON 'HT52 0' STRAP SIMPSON 'HT52 @' STRAP OVER ROOF SHEATH{NG OVER SHEATHING c) ROOF SHEATHING PER PLAN - WALL STUDS AND SHEATHING SIMPSON 'L5TA18` STRAP 'ii PER PLAN NOTE: FLASHING DETAILS R.T.U. TO CURB BETWEEN BLOCKING AT COMMON as ix 8d COMMONS ' 4" 0/C BY OTHERS FLOOR JOISTS OVER NAILS * 4" 0/C WALL S1-1EAT�..IiNC sd COMMON NAILS F..:41 t- SIMPSON 'L5TA12' STRAP W/ (4) CONNECTION PER WALL SHEATHING • INTO TJI BLOCKING -- SHEATHING, TYPICAL INTO BLOCKING - PER PLAN 4" 0/C INTO BLOCKING © 14 0 I @d COMMON NAILS INTO BLK1G. (2) 1 @d UNIT MANUFACTURER C C<� PER PLAN 0 `o a o AT SIM: 'LSTA121 STRAP AND JOIST TOP CHORD g ., ., COMMONS ROOF SHEATHING - Ili --__..___.. _. - ___r---_--___--__- -_- '—`"" _ -..�- -- __�.__._.__..�_� - `�co rn BETWEEN BLOCKING W/ 2x6 1 �■ mss=' �� r� 4x BLOCKING ... ....�� 4x BLOCKING ,� '~ ,� (4) 10d COMMONS IN 5iMP50N ',434' CLIP AT TOP AT ENDS PER PLAN EA. END Al CH END OF BLOCKING WOOD NAILER I •;:1 ii, n ► , n z as ci -----� - - l , li ► 11/ x14 ,, o �..s.:__:: 1 " " *8 x 2 a WOOD i 1 a LSL E 1 a x14 LSL ►-. c� .,.� M�� IMUNIE �4' STAGGERED EDGE NAILING �� Vii' SCREWS * 6 0/C R.T.U. CURB 1 1 LEDGER PER 1 LEDGER PER tfl 111 V! PER SHEARWALL KEY - ---= ----- AROUND PERIMETER DETAIL 1/55.1 DETAIL I/55.1 w - c•� I i1i % 1 @d COMMON 2x�o 2'-@" 0/C %` :� =.�� i- -t --- 1 1 1 I I 4x BLOCKING BETWEEN STUDS % TOE-NAIL INTO % ,�����III 1 T.M. RIPPEY 1 W/ C2) 1 @d COMMON TOE-NAILS EA. JOIST �` '"� 1 ©2007u�AU.RIGHTrs" "vm I INTO TOP AND BOTTOM AT EA. �," 0/C % , ROOF JOISTS TJL BLOCKING TJL BLOCKING THESE DRAWINGS ARE THE PROPERTY OF � SIDE INTO WALL STUDS % ® % ROOF SHEATHING PER PLAN ALIGNED WI WALL BETWEEN i TM RIPPEY CONSULTING ENGINEERS INC. i 4/ A 4 PER PLAN -- POST IN FIRST (3) ROOF JOISTS TJL BLOCKING IN ANY MANNER EXCEPT WITH 1HERPROPEERR ROOF JOISTS TJ! BLOCKING CONTINUOUS 11/2x14 LSL LEDGER ►a ►l WEB STIFFENERS 4 L-"1-' JOIST SPACES -- , ALIGNED W/ WRITTEN PERMISSION OF T.M. RIPPEY PER PLAN e 2'-0" 0/C PER 1/S5.1 SIMPSON 'C514' x 2'-0" (o -@ MIN. WALL POST AND CONSULTING ENGINEERS INC. IN FIRST JOIST ROOF JOISTS PARALLEL STRAPPING 5'-@" O/C DOUBLE ROOF JOISTS / SPACE - 0 PER PLAN AND AT EA. END AT EA. PER PLAN AROUND NOTE: FLASHING DETAILS ROOF JOISTS TO DATE: 03.08.07 - AT 5lM: PROVIDE TJI SIDE OF LANDING. SLOT R.T.U. CURB BY OTHERS NOTE: FLASHING DETAILS FILE NAME: BY OT BLOCKING IN FIRST (2) ROOF SHEATHING FOR HERS A, DRAWN BY: DMS JOIST SPACES STRAP INSTALLATION. `�v CHK'D CHK D BY: TA 5L_OCKINC AT POST WHERE BLOCKING AT FOST WHERE SHEET 11 ROOF JOISTS PARALLEL TO WALL 12 MECHANICAL LANINCA SECTION Aga R.T.U. SECTION C4). JOIST, ARE PARALLEL "O WALL.• 1S JOISTS ARE F�ERI='. TO WALL SCALE: 1 = 1 -@ S .1 PPP-32B SCALE: 1" - 1'-@" 5 .1 PPP-29 SCALE: 1" = I'-@" es,1 PPP-30 SCALE: 1" = 1'-@" � PPP-31 SCALE: 11/a'r = 1'-@" PPP-32A 1" „ e5 , 1 OF 14 PROJECT No.: -102 4 , CO rn..4 W W /ca., §1-4 Z W o C." • a v r'1 :1;7) 0.3 (8 , . z ,,, crtcs, © E—+ °v .,,g'.. 0", o /4 g � 4 TYP. AT ALL 73 o.-.' ' 5,/4kt/T1 1ll 14 PSL COLUMNS SIM. p, C� 55.1 THAT EXTEND - DOUBLE 11/2x11/4 LSL to TO ROOF TOP PLATE "d iv c __- �' i i i f ` ill- - --- � o -- -a�_ -i yi; _l -1i,. I - -Ti i_I --_ - � E� �tw TYP. 66. / ..--, g 1 $iRUCTURAL 4 E 3 I V�5 � x O------Ar------ TYP. �' ��l 66. -� POST PER PLAN --�--- / / ,` 112x�i4 LSL TRIMMER 13,089 1 ! ; i ; 1�/zx1�/4 LSL TRIMMER STUD fT -�� I s l 1I/2x��/4 LSL TRIMMER o STUD OREGON 2 STUD G o I I � SIMPSON 'A3�' CLIP ANGLE � t Y 11, $° Q� TYP. ! I j ! I i SIMPSON 'A35' CLIP AT EA. SIDE OF POST O7/ ��`� 56 ,I i f ( ( 1 I � � � I ' ; ! IiII � SIMPSON 1A35' CLIP ANGLE TOP 4 BOTTOM CONC. FOUNDATION - MERR�L ANGLE TOP BOTTOM ' SILL PLATE PER A.B. PER SHEARWAL.L EXPIRES: 12-31-08 NM* � ..�_ � � SHEARWALL SCHEDULE - SCHEDULE TYP. 56. i ± Ii I it ` , _...i. \ S 11— 13' 1f TYP. S6. '�, � i 1 I1'2X I�/4 LSL CONT. SILL ° q� - I I-- ii ! I ; i ' j PLATE 4. Q a ) Ili (ft `,� �% I/ I HEADER, PER PLAN 4 . 4 . . . ° a ..� C1 ,,__,, 11/2 x 1 4 LSL L SILL PLATE AND ANCHORAGE C- 11/2x�11/4 1.5E LSL e 1'-4" O/C FOR PER SHEARWALL SCHEDULE POST a 4 �' STUDS a 01-8" STUDS ABOVE PER PLAN ----- 1/2 x(11/4 LSL TRIMMER Q ° a 4 4 1: 1.-- 01 0/C AT ALL TALL AND BELOW POST 11/2x-I1/4 LSL TRIMMER STUD 4 4 •4 ° _ WALLS, TYP. OPENINGS, TYP. PER PLAN - STUD , . 4 . 4 IL , z / / / ----/V--------/V--- V 0 Itz 0 i TYP. TALL WALL ELEVATION (SOUTHUJ ST WALL SHOWN) 2 SECTION 3 SECTION 4 SECTION 3 ill C)_ PPP BASE SCALE: 14" = P-0" e&.1 PPP-1015 SCALE: I" = 1'-0" set.] PPP-1016 SCALE: 1" = 1'-0" Se,.1 PPP-1014 SCALE: 1" = 1'-0" IL OLLc U— B 0 to V Iy 4 to 4 POVIE WEEP HOLEIL - NOTED 0 IN BRICK VENEER a 2'-0" 0/C. f- t, 2x STUD WALL BRICK LINTEL SCHEDULE: WALL SHEATHING, CLEAR SPAN LINTEL PER SHEARWALL SCHEDULE 0'-0" - 4$-0" L 4x4X1/4 A VENEER ANCHORS ' ` I 4'-0" - 6'-0" L 4x4x 1/4 --� PER 3/53.1 - ih "''". 1 ► 6'-0" - S'-0" L 6x4x5/16 BRICK VENEER ---•- �-° e,...0.. - 10...0.. L 6x4x1/16 BRICK VENEER LINTEL, .9 Z SEE SCHEDULE. PROVIDE 10'-0" - 12'-0" L 13x4x1/16 A MIN. OF 4" BEARING ON EA. END —41 1 46 1 7 --(41-‘) 1 0 SECTION -- Q s‘:,.1 PPP-1017 SCALE: 1" = P-0" _I 1 Z 1 > .4, 0 ui _.1 LI-- ILI Lit f 0 co O N• � D- • r O• cv co C' -1 •0 w I. �1 o .. W o 0 o Z rn riV Q T.M. RIPPEY 2007.tAU..RICH ITS RESERVED THESE DRAWINGS ARE THE PROPERTY OF TM RIPPEY CONSULTING ENGINEERS INC. AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER EXCEPT WITH THE PROPER WRITTEN PERMISSION OF T.M. RIPPEY CONSULTING ENGINEERS INC. DATE: 03.08.07 FILE NAME: DRAWN BY: DMS CHK'D BY: TA SHEET 3 , 4, 1 __ OF 14 PROJECT No.: q -1024 Vt W W W n z z o . z o • E • h. ''.4 icng • z '/4 ---6/7- SEE "i/51.1 FOR r 7 o o � � VERTICAL COLT HSS MEMBERS 'd °�' SPACING. \ PER PLAN TYP. SEE 1/51.1 FOR HSS BEAMS ~- SEE 1/51.1 FOR \ \ i,4 VERTICAL DOLT a 0 d, d+ PER PLAN VERTICAL BOLT \ \ SPACING. SPACING. 0 ®d' \ \ / SEE -f/51.1 FOR ®OtS VERTICAL BOLT , AN In"...-:to 1�4 \ \ / / H55 MEMBERS fE i/2 x12x1' 0" W/ \ \ // // SPACING. PER PL <TYP. -11"--- il. Ii2x9x1'-0" C4) -ti8"� M.B.'S \ \ / / 1�4 0 I 2 �-'" 2, DOUBLE WALL � // // fE i�x12x1'-0" W/ - Ws CONT. 1%x14 LSL - HSS BEAM STUDS -- e 1/� TYP. , / (4) 1/8". M.B.'S " �- w"•L' RIM JOIST -I 1 PER PLAN i/4 . /// // 1,4 / I/4 YP. 1 -t v, i / �pUCTURI 3 X11/8 LSL HUNG �„ ��� S I U/ SIMPSON 'HUC' is -- a! // // `� tiD PROF 4 I --6.- HANGERS EA. END 31,E+� 31/2x11/8 LVL U/ ��, \\ iE i/zx12x1'-¢>" WI C,��'��� IN �SS�O I I MIN. GERS EN ENG ` C4) x12 M.B" �� � ��� I I HANGERS EA. END 11/4x14 LSL - 11/4x}4 LSL 13,089 VERTICAL 31/ x-11/ �! --- �i ---\---1. r • \\\\ RIM JOIST RIM JOIST BLOCKING - 11/2 \ \ 3 2 . OREGON \ \ i I I 1 VERTICAL 31/2x111/8 EQ. la ,Afirlii■�- 2 \� \� TYP I I I { � lY 1�, \Q� BLOCKING \ 1�4 ,' TYP. \ �' 1 I,�y �`�`� 1,4 \\ \::::; / \ \ 3'/ x11'' LVL lWJ/ CONT. I1/4x14 LSL \ \ f EXPIRES: 12-31-08 (2) 1/8"0 M.B.'S PER RIM JOIST PSL POSTS \\ HANGERS EA. END PLATE ((4) TOTAL) PER PLAN - DOUBLE TOP GL SEAM PLATE BELOW NOTE: FLASHING PER PLAN DOUBLE TOP PLATE DETAILS BY OTHERS BELOW, TYP. WALL STUDS PER PLAN LSLRBLOGKfiNC��/4 in cri I__/\/_._ "1:I h 1 DECK FRAMING DETAIL_ (FLAN) 2 DECK FRAMING DETAIL (FLAN) 3 DECK F 4 INCA DETAIL_ (FLAN) 4 DECK FRAMING DETAIL (FLAN) . -II ty 1 }._,.. r- 5-1.1 PPP-38 SCALE: 11/2" _ 1'-0" J' l.1 PPP-39 SCALE: 11/2," : 1'-0" 61.1 PPP-40 SCALE: 11/2+" _ 1+-0" J'-i.1 PPP-41 SCALE: 11/2" = 1,-0" --I 0 a- 0 ....4... 0 FLEXALE SEALANT 4 WATER PROOFING BY 4 (�, . 2x STUD WALL, PER PLAN OTHERS 0._ i - CONC. DECK, PER PLAN t , II- °_ HSS SEAN V (8) 10d NAILS INTO ►` PER PLAN LSL BLOCKING U- .9 0 4 ---(\/r---- CONC. DECK -- co 1 - / `TYP. C4) i/8"4 M.B. `TYP. PER 7)::AN 0 TYPt> 1/4 > // / SEE "1/5-1.1 FOR /// 1/4 ��'-� ° 1:0.... !.� / / ///////////// ///�i_�//%/ :ix FLASH f NG B�'/ / VERTICAL BOLT // / - _ �Q /'i - HSS MEMBERS e OTC-}ERS// /// SPACING. // /// 1/4 PER PLAN 12N •�'. H5S BEAM, o F__ // / / ___ " PER PLAN / �/ +' / `'� / 1 2 / // I. ■ IlliviLat„:11101sim4 i/4 7YP. // / _ 31" (3)SIDE S> e 1�4x4x0'-}0„/4 / / / H55 11/21 TYP. y ■\■\ \ 11/4x14 RiM / / - 11/4x14 LSL CONT. ��" 2" MIN. GAP �•� •�' JOIST // 1Ox3x�/4 - RiM JOIST WWI WS 1,1- H55 SEAM PER PLAN (TYP.) / ,.m limo -,.. f AROU D BEAM /morA.�►iissiiiiinsmormi��ri, I-1SS MEMBE S / / TJI BLOCKING. POSITION TO \I I I { \ PER PLAN R // // I 1 I I AVOID LSL BLOCKING FOR i/4 / 1E 1/a x6x01-6" // / I I I I / \ 1 I DECK SUPPORT /4 / ••� - �.�- 2x DOUBLE / \ I I I B 1/2 x8 xi-0'f TYP. IL 11.• TOP PLATES, •, • Y�:RTICAL 31/2x11�/a LSL i/4 / 1/4 yr 31/2 TYPICAL BIe.00KINCs, CENTERED (10) 1¢�d COMMONS 1, 0)SIDES / / LSL BEAM AND 5" MIN. 4 / // V PLYWD. SHIM EQ. 5" Ea a i/2 xSxl'-0" W/ C4) ON H5S BEAM STAGGERED FROM -- PER DETAIL 3/54.1 - -V / f- 1/8"4) M.B.'S RIM JOIST TO BLOCKING MSS COLUMN SEE T/51.1 FOR 11-1,8" , PER PLAN ff <1. 1E l/zx8x1'-0" W/ (4) VERTICAL BOLT �, "� M.B.'S SPACING. � �' VERTICAL 3�/zxl}1/8 2x STUD WALL, PER PLAN ' BRICK VENEER ei -_ LSL BLOCKING ": 111 _____L_Jv_i__ V, 1-- 0 DECK FRAMING DETAIL (PLAN) & DECK FRA 'INCG DETAIL (FLAN) SECTION S SECTION e FLAN 5-x.1 PPP-42 SCALE: 1%2" _ 1'-0" X .1 PPP-43 SCALE: 1i1/2 (9) PPP-1001 SCALE: 1" = 1'-0" 51.1 PPP-1002 SCALE: 1" = 1'-0" 61.1 PPP-1003 SCALE: 1" = 1'-0" ifY Q z tu ....-- E 1--- 1. <1. X -L. alElIk -.` UI u_. TIP , / ,_,,,___ ! i I, , . , , - CONC. DECK, s\ ' I `p CONC. DECK, PER PLAN PER PLAN '/4" END ? HSS BEAM, PER PLAN IL 4 - 4° ` or a a° 14 Y N fit`- � t�- ' FLASHING X X' f, . )_ HSS STAIR STRINGER, os BY OTHERS 4 . HSS BEAM, - PER PLAN oo 0---1--/\/-1-- 1E 11/2x9x0'-9" ,�. PER PLAN . STAIR. TREADS 4 TREAD a) cu a cu H5S COLUMN, PER PLAN �, SUPPORT I3Y OTHERS . ao of 54110 ROD W/ P. :8.•/4x3x0'- , CNTER ON ~ .. w 0 . 0 i I �►2 CLEYIS 'HSS COLUMN z 0 I~ 0, a� 1 \_ " �,¢" END lE, TYP. c .N En H55 BEAM #E l/4x3x0 -3 CENTER 1/4 E �_PER PLAN ON HSS BEAM '' 1/ - GONG. DECK, ry q Ci 4 V ____ PE'R PLAN -' 14 ©CONSUC.TiNG ENGINEERS INC. 1,4" CAP `� v - 2007, ALL RIGHTS RESERVED AIM i 1,4 �_ CONC. SLAB, PER PLAN a -a-- a,,� THESE DRAWINGS ARE THE PROPERTY OF TM RIPPEY CONSULTING ENGINEERS INC. �. / �/8 ROD W/ AND ARE NOT TO BE USED OR REPRODUCED I V�' '� GL E V(S d \ 1/4 IN ANY MANNER IXCEPT WITH THE PROPER 4/ ---\°'. \ .,'4 - -- 4 WNRITTEN PERMISSION OF T.M. RIPPEY d . rr \ 1/4 T I I / Q• \i ,�1 °° a. . ° $N CONSULTING ENGINEERS INC. C3)soES � � ' 1----� a ): :R:.,:.:.:.:_;Kr: ;... .: T/FTG. HS.� BEAM, PER PLAN DATE: 03.08.07 FILE NAME: i I/4 ■ ... F. ..__.. I 4 / a I. t1 4. i :,' e./4 �; I.° a _ ; H S5 COLUMN 1" NON- N I I iE }x12x1'-0" U/ C4) 3/4"0x673/4" 1/4 DRAWN BY: DMS a , a-'' > SH I K �+ R I I EMBED ALL THREAD STAINLESS CHK'D BY: TA HSS SEAM , �,� d ° • �� a � ° a ° '` a. � a '- PER PLAN GROUT u PER PLAN t --� � a STEEL RODS. DRILL 4 INSTALL____1_1\r_l__ U/ SIMPSON SET EPDXY SHEET _____1/V__ 10 V FLAN 11 TYF. LANEN ELEVATION 12 SECTION S C f ON 1 IR F M INS S CTICAN PPP-1004 '+ ' +' PPP-48 1 +' + '+ PPP-1005 +r ' " PPP-1006 ++ + +' PPP-1012 r s ~- _ e- .1 SCALE: 1 = 1 -0 61.1 SCALE: /2 - 1 -0 51.1 SCALE: 1 = 1 -0 f SCALE: 1 = 1 -0 St.1 = S 6 4, 1 CALE: 1 1 -0 OF 14 PROJECT No.: 1024 W [11 8" SPHERE CAN NOT w PASS TI-IROUG1-I THIS AREA 8v..Z • a a) TOP MEMBER z Cn c OF GUARD RAIL / 0 0 11111111S Y y '-'' a) 0, � o 1'-O' MIN. ai a~ ■ 4" SPHERE 2.14,2 g CAN NOT PASS i. ; Q,, w • THROUGH 2'-10" MIN. T415 AREA 31-2" MAX. 1-1SS STRINGER, PER PLAN ,\c*."0 PR OFEssio STAIR TREADS 4 THREAD V� IN . P A SUPPORT BY OTHERS 11/2"" MAX. 11" MN. ' ��`' 'p �<-' I.L` A PRECAST a // BOTTOM MEMBER ,, 13,089)74 171 L 3x2x'i4xO'-S" W/ (2) -" " CONC. TREAD ,� OF GUARD RAIL 0 LE a ° a 3i4"4'X33ig" EMBED STAINLESS BY OTHERS \ 3 -� _ STEEL WEDGE ANCHORS A _ _ MIN. / oo ,___ d - ,, ./ ,_ ,, (� 6 d OREGON o / / 2 1P> 4 0 k11, 44 �Q p1a R ' d. . .. c \ i / 7��MERt�\-miiir. T MAX. \ 1, „ END Fe A . - EXPIRES: 12-31-08 MAX.\ . ' - MIR / / " . , a Q a i LI AN 12" 12"' �. °.- A PER PL �° e \ HSS STAIR STRINGER . ° __ Q .• 4 • u - PER PLAN - y' 3' CLR. Cl 4" SPHERE CAN tLUc\*iv 4 NOT PA55 TH',OUGH 455 STAIR STRINGER, NOTE: „ THIS AREA PER PLAN YI5THEMINIMUMEXTENSIONOF1 -P� 11-- 01 PLUS THE WIDTH OF ONE TREAD. TYP> 1 -6® (A + 1'-0" = Y) 3/16 2 / / V `tt a— Z V ...Z 0 1 STAIR FRAMING SECTION 2 ANDRAIL CRITERIA 3 STAIR FRAMING SECTION 4 GUARD RAIL CRITERIA e1.2 PPP-1013 SCALE: 1" = 1'-a" 512 PPP-1007 SCALE: 1" = 11-0"` S 1.2 PPP-1011 SCALE: P = P-Ø" S 1.2 PPP-1008 SCALE: 1'` = V-0" a u k.) IL s' j[ 3cc 0 IX I it) 1 0_ \.,$) 0 oi i..... al .../ GUARD RAIL POST, / 7 5Y OTHERS - V ,,,7' ' 114" TO 2" 12" Z �' / / / 5 MIN. 7 1 �n VJ 1/11‘s, r _ ILI (t 1_4 i� V �_ i i tin V � il 455 STRINGER Q cc) 0 PER PLAN ff. CI Z Z 5 TYP. GUARD RAIL TO STRINGER & 1-4ANDR4IL CRITERIA I — [ <rE 51.2 PPP-1010 SCALE: 11/ " = 1'-t0" 512 PPP-1009 SCALE: 3" = 1'-O" 2 LE X in ff. Li- c,, a) , i`- � i`- Iy w a.. w Irs . .. W U v <I q WILAPTIIP Y G R GGS EERSS E N THESE DRAWINGS ARE THE PROPERTY OF Al RIPPEY CONSULTING ENGINEERS INC. AND ARE NOT TO BE USED OR REPRODUCED IN ANY MANNER EXCEPT WITH THE PROPER WRITTEN PERMISSION OF T.M. RIPPEY CONSULTING ENGINEERS INC. DATE: 03.08.07 FILE NAME: DRAWN BY: DMS CHK'D BY: TA SHEET ,___2 OF 14 PROJECT No.: 1024