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Plans 4, OFFICE COPY OFFICE � OFFICE COPY o CITY OF TIGARDRECEIVE ' m cp 0 8 REVIEWED FOR( ODE COMPLIANCE APR 1 6 2020 0, 0 d' m .E c.c? 7 co Approved: �) I CITY OF f�GAPD g C) o o OTC: [ I BUILDING DIViSIC7: Y Permit #: SVr,z�a.Q" n0 I07 o - 2 tno cia Address: I -"at,C Pea C i •ci C A-bil Smite#: C. ' Z l; Date: `��y .AD S�RUCTUgq( /� Z ���p PROFF so c.,` a G 1 N F (s" m ,5 <`18858 ,2 Z VALIDITY Q pERa/RIT THE ISSUANCE OF A PERMIT Z BASED ON CONSTRUCTION 20L R L,ON o°) DOCUMENTS AND OTHER 'y Pk. A'?-' \%� RETia1u� DA+1nAr Feld a1�}t.L`>^ l5 CPR DATA SHALL NOT PREVENT �4/1/DRt�S` s. O THE CODE OFFICIAL FROM r j To 5 lot POkr ice c'F f` far;k4.44 tied,/ iZ OF ERRORS. OSSG 105.4 ui REQUIRING THE CORRECTION cz u, EXPIRES: (.'30•tolo Ito i— _ e — w > Z oL _ _ � � cc)§ I N CD O O rl l I CZ Ti �j I �_- (i- , I y OL to .-.3:)... 1 ►Q 1 I1 1 ;'; ji ` to L N P Q rI ;�IT.1 _ afi. 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G _ =mA ve,, mpg , m Z ': m u, O Z D m m 1 + COPYRIGHT 2020 SPEEDY AUTO GLASS - VEHICLE DAMAGE RESTO. fi JAS ENGINEERING 11ARBRO RESTORATION 1419 Washington St, t 1 = G ° m 12035 SW PACIFIC HWY STE C, Suite 100 1�- 11'1 II ,p --) 1 DESIGN BY: JAS TIGARD, OR 97223 / Oregon City, Oregon 97045 "') Work: 503-657-9800 m DRAWN BY: DAS Cell: 503-449-3080 i d JAS PROJ.NO: 20-02 1 !!!! Elt4 i, iNit4't1NG Andy@jasenginc.com - ISSUE DATE: 4/1/2020 up cr 0 cn COO co O U C a) co U C V C .• T f0 V N m Iv - i _ 9 O O - cn0sUQ SZFtUGTUgqe :l 0 QED PROFF �C-c' I N 6- US , ft ``,8858S i - �' ', 7. IY NrA OL-61,AfrAtil , o OREGON o°)C, 4 'OREW Ss' EXPIRES: f,-3O-jolo 0 W w U' Q 2 Q w U U 1- EN > Z a N Im _ ILN -302 0 0 f _ 1 m 0L 0 wac agrr r`d 4 - Ig.gHL.p Drnkfq¢.1>v)hta- W m m Q r�t..f On Mg MO Al OF 1101 c7r1ER Tr' 6Hl'PPAT 0_ Q U 1� I t 1 r r 1 „l1 t( heT5^ .1 -( Ir I. ..�.:w...i s.N�. {��It..■ V VV +.Ct T-.n.Qftc LDC 411D4 a o mo O N n S '.' f 11l � N N < p O f r� , s {4r r N V r'1 1 t r -' r, r.r a r r' r' w W O Z m COZ W WOQ >w O 3 a w 4Ze_PU�e-Ace 1iR(GK1}f.1J6 P.�PLq{� DAcMAfaED I3R►C.{C o' o 0 ' cn `(*\ tDe.To MRfC-H CADRNE.R,gIC 14 . 'b'b I �J�a� t 'fH tS CvR.NYtt� SHEET TITLE: t----- _ 'I sdr.S.N AITUL..._. 5'3r2 - c•( SIvI r�,F_�Alo►J 0("- t 'O" SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR '"'-';�"""""ri_ "-- 11"X1 T'SHEET. SCALE ACCORDINGLY �Sni+ 'ItJ/ FOR DIFFERENT SIZE SHEET. ` / % f 0 . a .. -/3 114 1 1 7 62 III t,,. 7cr\r---\\:NN—N-- ]_, xi irV 1-- r T ,co I 0 7 I I 1 c ,, Z. r__________ 11111411111111.0 r . ti ., H 0 V ,..* % t, r ►.te r� -d ir , • ,,,., m ...„......--. x „if....E-G, 1 Z ! 7m.7 0 cn - "0 n -P, Cl c<`� 'o -r s �� a I -n--v mil QN tp�\f� ��5 l�.. .r 1 O�m N m z A o cr C NC.z mrC m0 l\I _____ mHo az H COPYRIGHT SPEEDY AUTO GLA55 - VEHICLE DAMAGE RESTO. or w JAS ENGINEERING hARBRO RESTORATION 1419 Washington St, o m 12035 SW PACIFIC hWY STE C, Suite 100 I I 1,,T,. DESIGN BY: JAs TIGARD, OR 97223 ji. , ,I Oregon City, Oregon 97045 p Work: 503-657-9800 m DRAWN BY: UA5 Cell: 503-449-3080 *-a Z JAS PROJ.NO: 20-02 I Andy@Jasenginacom ISSUE DATE: 4/1/2020 Q N G I N E R IF N 0 STRUCTURAL NOTES SPECIAL INSPECTIONS REINFORCED CONCRETE E AN INDEPENDENT TESTING LABORATORY CHOSEN BY THE OWNER SHALL PROVIDE SPECIAL 1. CEMENT: ASTM C150 TYPE I OR II. U) O p pip 8 INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE c N cocs, p • GENERAL STRUCTURAL NOTES FOR THE FOLLOWING AREAS OF WORK. 2. AGGREGATE: ASTM C33, 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS. O , c o � 0) Th 1. CONCRETE: 3. WATER: IN CONFORMANCE WITH ASTM C94. c coD ,4.1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM CYLINDER TESTS, SLUMP TESTS, AIR CONTENT co CD U o o co .CD STANDARDS FOR CONSTRUCTION. DURING PLACEMENT OF REINFORCING STEEL & ANCHOR BOLTS 4. WATER REDUCING ADMIXTURE: ASTM C490 TYPE A, OR F MID RANGE TYPE. o c 0LO DURING PLACEMENT OF CAST-IN-PLACE CONCRETE (CIP) O 2. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2018 INTERNATIONAL (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS THAN 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. m 0 _ - BUILDING CODE (IBC) AS AMENDED BY THE STATE OF OREGON (2019 OSSC). ALL 2500 PSI WHEN AN APPROVED MIX DESIGN IS SUBMITTED FOR REVIEW BY THE ENGINEER) . 3 N c BUILDING ELEMENTS AND COMPONENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN 6. STRUCTURAL CONCRETE: t'c = 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- 1". 1n 0 S. 0) Q THESE STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE FABRICATED AND CONSTRUCTED 2. ALL EPDXY ANCHORAGE (BOLTS AND REINFORCING) SLUMPS MAY BE INCREASED TO 8" MAXIMUM USING A MID-RANGE WATER REDUCER. AIR IN ACCORDANCE WITH THE MINIMUM STANDARDS CONTAINED IN SECTION 2308 - ENTRAINMENT SHALL BE 5% +/- 1 ;¢S AT EXPOSED EXTERIOR CONCRETE. CONCRETE CONVENTIONAL UGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION, SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR iv OREGON. ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: 3,000 PSI CONCRETE. CONCRETE MATERIALS AND QUALITY SHALL BE IN ACCORDANCE 06 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE WITH CHAPTERS 3 AND 5 RESPECTIVELY OF ACI 318 "BUILDING CODE REQUIREMENTS FOR ra CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED OF ANY CARLESON TESTING, INC MAYS TESTING ENGINEERS, INC. STRUCTURAL CONCRETE. Ct DISCREPANCIES OR INCONSISTENCIES. 8430 SW HUNZIKER ROAD 7911 NE 33RD DRIVE, SUITE 190 "` gigi TIGARD, OREGON 97281 PORTLAND, OREGON 97211 7. TRANSPORTING OF READY-MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94 ` 4. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. (503) 684-3460 (503) 281-7579 "SPECIFICATION FOR READY-MIXED CONCRETE" AND CONCRETE PLACEMENT, CONSOLIDATION I ifil METHODS. PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF AND CURING SHALL BE IN ACCORDANCE WITH SECTION 5 OF ACI 301 'SPECIFICATIONS FOR -CV..., Z THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROFESSIONAL SERVICES IND. (PSI) CLAIR COMPANY STRUCTURAL CONCRETE". MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 6302 N. CUTTER CIRCLE, SUITE 480 525 NW 2ND STREET .m CONSTRUCTION. PORTLAND, OREGON 97217 CORVALLIS, OREGON 97330 B. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305 'HOT WEATHER (503) 289-1778 (541) 758-1302 CONCRETING'. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306 ACI 5. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE 306 "COLD WEATHER CONCRETING' AND ACI 306.1 "STANDARD SPECIFICATION FOR COLD 'MI 1Z0 STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY WEATHER CONCRETING". AND WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. FOUNDATIONS 9. STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 1.6 OF ACI • 1. REFER TO THE GEOTECHNICAL REPORT PREPARED BY DATED FOR 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE MADE SUBSURFACE CONDITIONS AND FOUNDATION RECOMMENDATIONS. FOR EACH 100 CU. YDS. OF CONCRETE PLACED. • DESIGN LOADS REINFORCING STFFI 0 FLOOR LOADS: 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1,500 I PSF. 1. REINFORCING STEEL: ASTM A 615 GRADE 60 DEFORMED BARS. DL 15 PSF LL 40 PSF 3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR A LATERAL PRESSURE OF 35 PCF IL,I 2. FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE WITH CRSI MSP-1 "MANUAL ROOF LOADS: (ACTIVE). OF STANDARD PRACTICE" AND SECTION 3 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL Q ROOF DL 15 PSF 4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH CONCRETE. Q ROOF LL 25 PSF PRESSURE OF 250 PCF AND A COEFFICIENT OF FRICTION OD 0.30. 3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD p SNOW LOADS: CLASS B IF SPLICED AT THE SAME LOCATION OR CLASS A IF SPICES ARE STAGGEREDtu GROUND SNOW LOAD 25 PSF 5. GRANULAR FILL: 3/4" OR 1 34" MINUS CRUSHED AGGREGATE BASE AS INDICATED OF BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. J (5FLAT ROOF SNOW LOAD 25 PSF, USE 25PSF MIN UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTION 02630 OF THE U STATE OF OREGON, DEPARTMENT OF TRANSPORTATION 'STANDARD SPECIFICATIONS FOR 4. UNLESS OTHERWISE INDICATED, MINIMUM CLEARANCE FOR REINFORCING STEEL SHALL N L SNOW EXPOSURE FACTOR, Ce 1.0 HIGHWAY CONSTRUCTION'. GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" BE 3' FOR CONCRETE CAST AGAINST EARTH; FOR CONCRETE EXPOSED TO EARTH OR I SNOW LOAD IMPORTANCE FACTOR, Is 1.0, CATEGORY II LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT WEATHER, 1 1/2' FOR #5 AND SMALLER BARS AND 2" FOR 16 AND LARGER BARS. THERMAL FACTOR, Ct 1.2 OPTIMUM MOISTURE CONTENT +/- 2% AS DETERMINED BY ASTM D1557. INSTALL WITH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT. W Z CC) O = WIND DESIGN CRITERIA: 6. FOOTINGS SHALL BE CARRIED INTO FIRM, NATURAL, UNDISTURBED, STABLE, NATIVE 5. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL U) I o CO BASIC WIND SPEED (ULTIMATE WIND SPEED) 100 MPH SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE REINFORCEMENT. g - N WIND IMPORTANCE FACTOR, Iw 1.0, CATEGORY II PLACED ON COMPACTED GRANULAR FILL. ILN WIND EXPOSURE FACTOR EXPOSURE B FORM WORK O O V 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE O N < O EARTHQUAKE DESIGN CRITERIA: HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH. 1. CONSTRUCTION, SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH I 3 0 SEISMIC IMPORTANCE FACTOR, le 1.0. CATEGORY II SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE'. Q SEISMIC USE GROUP GROUP I 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. ON SPECTRAL ACCELERATION, Ss 0.862g 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION. SEQUENCING p CZ Lo Q SPECTRAL ACCELERATION, S1 0.3959 AND SAFETY OF ALL FORMWORK AND SHORING. IU CO Cr) Q SITE CLASS SITE CLASS D Q O O SEISMIC DESIGN CATEGORY. SDC CATEGORY D STRUCTURAL STEEL(t�loc V ?? CONCRETE ACCESSORIES 1n = N H RESPONSE MODIFICATION FACTOR. R SEE CALC. SEISMIC RESPONSE COEFFICIENT, Cs SEE CALC. 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A53, GRADE B FOR PIPE SECTIONS, 1. PREMOLDED JOINT FILLER: ASTM 01751 ASPHAULT-SATURATED FIBER TYPE. DESIGN BASE SHEAR, V SEE CALC. ASTM A500, GRADE B FOR TUBE SECTIONS AND ASTM A572, GRADE 50 FOR OTHER STRUCTURAL SHAPES. EXCEPT AS NOTED ALL STRUCTURAL STEEL IS TO BE PAINTED 2. SMOOTH DOWELS: ASTM A36 ROUND BARS. PROVIDE WITH SLEEVES AT ONE SIDE OF 0 AFTER FABRICATION. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN THE JOINT. - N CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO N O HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH 2 4 O STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE SUBMITTALS PERMITTED WITHOUT PERMISSION OF THE ENGINEER. o U -, O N v 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO N Z 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A325 HIGH FABRICATION/INSTALLATION ALL SHOP DRAWINGS. PRODUCT DATA, ETC. NECESSARY FOR N w O STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE PERFORMANCE OF THE WORK IN THE SHOP AND AT THE SITE. uj CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD 0 m m Z Q INDICATION WASHERS. - REINFORCING STEEL SHOP LAC ': nr ' U o U - CONCRETE MIX DESIGNS i w (� a w 3. STRUCTURAL STEEL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND SHALL c P f10 -' ap< w l ¢ w CONFORM TO AWS D1.1 LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATION e1 �l UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E70XX ‹�`D FFs U O ELECTRODES. \�� �G) FCC` s/a SHEET TITLE: 4. SPECIAL INSPECTIONS (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC '1g$5$S7� �! STRUCTURAL ON THE FOLLOWING PORTIONS OF THE WORK. 1,� . - ALL STRUCTURAL STEEL WELDING NOT PERFORMED IN AN APPROVED SHOP ��I n ( NOTES - ALL STRUCTURAL FIELD WELDING ��� - ALL HIGH STRENGTH BOLTING �i. I - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE 2 OREGON AD SHOP DRAWING SURMITTAI`i 0 (i'11113 8ER��'Fg'�G� - MATERIAL- STRUCTURAL CERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS '7�44/DREW S�F� SHEET NO: - MASONRY AND CONCRETE REINFORCEMENT SCALES NOTED ON DRAWINGS ARE FOR - MATERIAL CERTIFICATIONS TRUSSESORMASONRY BLOCKS. GROUTING AND STEEL REINFORCEMENT ( 11"X17"SHEET. SCALE ACCORDINGLY S-1.0a - WOOD • :1 7 - Za i( FOR DIFFERENT SIZE SHEET. t.... 4 l th-to vi- • ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION �.�PUCp Tp(/�q� MANUFACTURED WOOD BEAMS & JOISTS - 0) o 0 0E �u O f Race. 1. ROOF AND FLOOR FRAMING DESIGNATED TJI, LVL, TJH, PSL AND MICROLAM SHALL BE U7 gO8 p p `` rS MANUFACTURED 8Y THE TRUSS JOIST CORPORATION. c Ot rn c� o SHEARWALL SCHEDULE• t^,` (N 1� f� O U ^ - -✓ C? E fi,C� ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP 0) o Ln cr C9 MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE NOTES \ "1" D rRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL L >co d) A 15/32" CDX 2600/FT. COMMON NAILS Bd 0 6" D.C. Bd 0 1Y O.C. 5/8" DIA. 0 48" O.C. 3-16d 0 16" D.C. w/3x3x1/4 PLATE WASHERS 0 A.B. V $&5w‘ - ,GINEER UCENSED IN THE STATE OF OREGON. 1') o CJ o o .ig 4 o c n n6�-` B 75/32' COX 380#/FT. COMMON NAILS Bd O 4' D.C. 8d O 12' O.C. 5/8' DIA. O 18' D.C. 3-16d O 16' O.C. w/3x3x1/4 PLATE WASHERS O A.B. + �; I MANUFACTURER SHALL SUPPLY JOISTS, BRIDGING, HANGERS, BLOCKING, NOTCHED O V Cb a/ <01 Y .. T C 15/32" COX 490#/F7. COMMON NAILS 8d 0 3" O.C. 8d 0 12" O.C. 5/8" DIA. 0 24' O.C. 4-20d 0 16" 0-G w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x L, , V PLATES AND ALL OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND _ N O _ 17 0 15/32" COX 640#/FT. COMMON NAILS 80 0 2" 0.C. 8d 0 12" O.C. 5/8" DIA. 0 15" O.C. 3-20d 0 8' D.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x •z-- at I `: 'FORMANCE OF THE PRODUCT. Q U Q is or. ACCORDANCE WITH THE (USE Zz ANCHOR (USE 2x NAILING Q q•��'' 1� 4� MANUFACTURERS INSTRUCTIONS SHALL BE EA DD AND BRIDGED SPECIFICATIONS!N THE MANUFACTURER SHALL BOLTS FOR SW REQUIRED FOR SW , F4IBER 1`L'{' INSPECT INSTALLED ITEM$ FOR PROPER INSTALLATION. EACH SIDE) EACH SIDE)• ,y `� NOTES: USE EMBED/7" MIN. AT NOTED SPACING INOR BOLTS WTI MEXISTING�CONCRETE WALL.T XP ADHESIVE. 4/1/DR CVv S�` 5. MICROLAM BEAMS, MINIMUM DESIGN VALUES 0 mow" Fb = 2.600 PSI; Fv = 285 PSI; Fc-L = 750 PSI; E = 2,000 KSI Eit EXPIRES: C-�% ='w^ 6.( PARALLAM BEAMS, MINIMUM DESIGN VALUES iii A DESIGNATES TYPICAL HOEDOWN TYPE STRUCTURAL PANEL NOTES --- -- 2,900 PSI; Fv = 290 PSI; Fc1= 750 PSI; E = 2,200 KSI ( V♦W ,f 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. O `l4�' GLUED LAMINATED BEAMS (GLEO HOLDOWN SCHEDULE (SEE NOTE) 2. ALL EXTERIOR WALLS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED 1. GLULAM BEAMS ARE TO BE MANUFACTURED, TRANSPORTED, AND INSTALLED IN OTHERWISE. ACCORDANCE WITH THE REQUIREMENTS OF THE AITC. MARK HOIDOV.N NOTES 3.1 MST 37 w/ MIN. DOUBLE STUDS 1.725# WITH 53-INCH NOMINAL OR SHALL HAVE NWIDER FRAMING CH NOMINAL FRAMING ALAND NEL EDGES. PANELS ANSW MAY BE BACKED 2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED INSTALLED EITHER HORIZONTALLY OR VERTICALLY, UNLESS OTHERWISE NOTED. PANELS OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPANS AND 2 HDU2 - SDS2.5 SSTB 16 13" EMBED w/ MIN. DOUBLE STUDS 3,075# SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16' ON CENTER. CANTILEVER CONDITIONS. 3 MST 48 w/MIN. 4x POSTS 3,215# 4. HOEDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MIN. 3. MINIMUM DESIGN VALUES: 4 HOU4 - S052.5 58 X24 IB" EMBED w/MIN. 4x POSTS 4,565# OF (2) STUDS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON 24F-V4: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY 24F-V8: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI 5 HDU5 - SD52.5 SBIL24 18" EMBED w/MIN. 4x POSTS 5,645# SOME METHOD MADE CORROSION RESISTANT. UNLESS OTHERWISE INDICATED. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE. N 6 MST 60 w/MIN. 4x POSTS 4,600# CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST SOLID SAWN I UMBFR HOT-DIP GALVANIZED OR STAINLESS STEEL. 1. STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 8 HDU8 - SD52.5 SSTB 36 29" EMBED w/MIN. 6x POSTS 7,870# 5. WOOD STRUCTURAL PANELS SHALL BE 15/32' C-D INTERIOR-TYPE BONDED WITH W 11 HOU11 - SOS2.5 SB1X30 24" EMBED w/MIN. 6x POSTS 9.535# EXTERIOR GLUE (COX) CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: 0 INDICATED IN THESE PLANS. PARTICLEBOARD AND OSB ARE NOT PERMITTED. MINIMUM 12 (2) MSTI72 (ONE EACH SIDE) w/MIN. 6x POSTS 10,160# ORR POSTS NAIUNG IS 8d 0 6" 0.C. AT PANEL EDGES AND 8d 0 12" O.C. IN THE FIELD. ALL NAILS STRUCTURAL JOISTS AND PLANKS - #2 14 HDU 14-SOS2.5 w/MIN. 6z POSTS 14,445# ARE COMMON OR GALVANIZED BDX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS BEAMS AND STRINGERS - #1 Q UNLESS OTHHERWISE NOTED. POSTS AND TIMBERS - #1 STUDS - #2 U NOTES: FOR HDU2 & HDU5 USE 5/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10' MIN. 6. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 J O 16" O.C.; SWB SIMPSON A35 O 12' O.C.: SWC (2) SIMPSON A 35 0 16" O.C.; SWO (2) _ FOR HOUR & HOU11 USE 7/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 15' MIN. SIMPSON A 35 0 12" O.C. 3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS. u_i In 7. SPECIAL INSPECTION (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC 4. NOTCHING IS NOT PERMITTED IN JOISTS, RAFTERS, BEAMS. UNTELS. COLUMNS. TRUSSES ON THE FOLLOWING PORTIONS OF WORK. AND BRACING MEMBERS. Z -ALL SHEAR WALLS AND FLOOR DIAPHRAGMS WITH EDGE NAIUNG LESS THAN 4" OC. (1) 0 = 5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA. ALL LUMBER IN PREMANUFACTURED CONNECTION HARDWARE CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM 1 U N RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. LL N 1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL C� Q U I` STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD BE MADE CORROSION 6. NAIUNG SHALL BE WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2018 F- Q5. RESISTANT, UNLESS OTHERWISE INDICATED. IBC UNLESS NOTED OTHERWISE. 1- Lu17� D- OC 7. PROVIDE STANDARD 3"X 3" X 0.229' STEEL PLATE WASHERS UNDER ALL INTERMEDIATE Q 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS K 0 OTHERWISE NOTED. ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL )_ 0 In OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. C K in 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT W O er Q DIPPED GALVANIZED OR STAINLESS STEEL. BRICK VENEER(NON-STRUCTURAL) REPAIRS a_ Q N U SHEATHING 5. BRICK MATERIALS: N = - ~ 1. CONSTRUCTION PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF I . THE CONTRACTOR SHALL INSPECT THE BRICK VENEER FOR DAMAGE DUE A. BRICK UNITS: 2500 PSI GRADE SW UNITS, MEETING REQUIREMENTS THE AMERICAN PLYWOOD ASSOCIATION (APA). AND SHALL MEET THE REQUIREMENTS OF TO THE VEHICLE IMPACT. ALL AREAS OF BRICK THAT ARE DEEMED OF ASTM C2 16. MATCH SIZE, COLOR AND TEXTURE OF EXISTING BRICK C' TH C' STANDARDS A LATEST PRP-108.EDITION OF THE U.S. PRODUCT STANDARD Ps1 OR APA PERFORMANCE UNACCEPTABLE DUE TO DAMAGE SHALL BE MARKED, SHOWING THE UNITS AS CLOSELY AS POSSIBLE. SUBMIT SAMPLES OF PROPOSED N 0 STANDARDS EXTENT OF BRICK REMOVAL AND REPLACEMENT THAT IS CONSIDERED BRICK TO OWNER FOR ACCEPTANCE. `C O 2. MINIMUM PANEL THICKNESS SHALL BE 15/32" C-D EXTERIOR GLUE OR AS INDICATED NECESSARY TO PROVIDE A FINISHED PRODUCT THAT IS VISUALLY B. MORTAR: TYPE N OR S LD O -T- ON THE PLANS. PARTICLE BOARD IS NOT PERMITTED. csi o Z ACCEPTABLE TO THE OWNER. THE CONTRACTOR SHALL MEET WITH G. ANCHORS INSTALLED INTO CONCRETE BACKUP: N w o 3. MINIMUM NAILING IS 8d 0 6" AT PANEL EDGES AND Bd 0 12" IN THE FIELD. ALL THE OWNER TO DETERMINE THE LIMITS OF BRICK REPAIRS REQUIRED. A. ANCHORS: 5MM X 6" CTP STITCH-TIE BY CONSTRUCTION TIE PRODUCTS r w z w NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKING IS REQUIRED AT PANEL EDGES OR EQUIVALENT SUBSTITUTION ACCEPTABLE 1 O EOR. C7 z Ym >- p !- WHERE WHEN REMOVING DAMAGED BRICK, EXERCISE CAUTION i0 PREVENT WHERE NOTED ON THE PLANS. z Z � DAMAGE TO THE EXISTING SUPPORTING STRUCTURE AND WATERPROOFING B. INSTALL ANCHORS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. >Z Z Z a w MANUFACTURED ROOF TRUSSES ELEMENTS OF THE WALL. THE VENEER ENCLOSING THE CORNER CONCRETE SEE DRAWINGS FOR MAXIMUM ANCHOR SPACING AND MINIMUM EMBEDMENT o a w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x4 FACILITATE SHOP DRAWING REVIEW. MOISTURE MEMBRANE, SEALANT, ETC. WOOD STUDS WITH STAINLESS STEEL 8d RING SHANK NAILS, OR STAINLESS SHEET Na 4. INSTALL NEW BRICKS IN SAME PATTERN AS EXISTING BRICKS- PROVIDE STEEL NO. 10 SCREWS WITH 0. I 90" NOMINAL SHANK DIAMETER. WEEP HOLES AND CONTINUOUS VERTICAL MORTAR JOINTS TO MATCH B. INSTALL ANCHORS ACCORDING TO MANUFACTURERS RECOMMENDATIONS. S-1.0b EXISTING. SEE DRAWINGS FOR MAXIMUM ANCHOR SPACING. 01 4,111 CS -r r o n o c C I I : Pa VI . 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