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<br /> � EXISTING CONSTRUCTION NOTES � STRUCTURAL SPECIFICATIONS p SPECIAL INSPECTION BY OWNERS TESTING AGENCY A DESIGN CRITERIA
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<br /> � 1. IN PREPARING THE PROJECT PLANS,THE SOURCE OF INFORMATION WAS BASED ON CONCRETE CONSTRUCTION SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY AN APPROVED AGENCY IN DESIGN CRITERIA: 2015 INTERNATIONAL CODE OF REGULATIONS(IBC) O� CO SU g
<br /> THE EXISTWG BUILDING PLANS PREPARED BY, RANDAL CONSTRUCTION.THE ACCORDANCE WITH IBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS AS FLOOR LIVE LOAD: 40 PSF(REDUCIBLE)+ 15 PSF PARTITION
<br /> CONTRACTOR SHALL VERfFY ALL EXISTING JOB CONDITIONS, REVfEW THE PLANS AND 1. CONCRETE SHALL BE HARD ROCK CONCRETE AND MEET THE FOLLOWING REQUIRED BY IBC SECTIONS 1704.2,3 AND 1704.3 FOR BUILDING STRUCTURAL ELEMENTS ROOF LIVE LOAD: 20 PSF(REDUCIBLE)
<br /> - VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.THE CONTRACTOR SHALL NOTIFY REQUIREMENTS: SUMMARIZED AS FOLLOWS: SNOW LOAD: P9 =25 PSF, Pf= 15.8 PSF, Ce=0.9, C,= 1.0, I = 1.0
<br /> MIN SACKS
<br /> THE ARCHITECT/ENGiNEER OF ALL DISCREPANCIES AND EXCEPTIONS BEFORE RISK CATEGORY: II
<br /> PROCEEDING WITH ANY WORK. CEMENTITIOUS 1. WOOD CONSTRUCTION PER IBC SECTIONS 1705.5, 1705.11.1,AND 1705.12.2 WIND DATA: ULTIMATE WIND SPEED(3 SEC GUST) IN MPH: 110 2130 FOURTH ST
<br /> MIN 28-DAY AGGREGATE MAX WATER TO MATERIAL PER INCLUDING NAILING, BOLTING,AND ANCHORING OF ALL DRAG STRUTS; TOP PLATE WIND EXPOSURE: B
<br /> 2. ALL WORK NOT INDICATED AS EXISTING(E)SHALL BE ASSUMED TO BE NEW(N). LOCATION STRENGTH (PSI) SIZE CEMENT RATIO CUBiC YARD SPLICES, LEDGER SPLICES, SIMPSON HARDWARE, BRACES,AND HOLDOWNS;AND INTERNAL WIND PRESSURE COEFFICIENT(GCPI)_±0.18 SAN RAFAEL, CA 94901
<br /> STRUCTURAL NAILING, BOLTING,AND ANCHORING OF ALL SHEAR WALLS, SHEAR PANELS,AND COMPONENTS AND CLADDING DESIGN PRESSURES FOR SYSTEMS PHONE (415) 457-6035
<br /> 3. ANY REMOVAL, CUTTING, DRILLING, ETC OF EXISTING WORK SHALL BE PERFORMED DIAPHRAGMS WHERE THE FASTENER SPACING OF THE SHEATHING IS 4"APART OR DESIGNED BY OTHERS SHALL COMPLY WITH THE"ASCE 7" FAX (415) 457-6036
<br /> WITH GREAT CARE.SMALL TOOLS SHALL BE USED IN ORDER NOT TO JEOPARDIZE THE FOUNDATIONS 3,000 1"x#4 0.53 5.0 LESS. DESIGN STANDARD
<br /> STRUCTURAL INTEGRITY OF THE STRUCTURE. IF STRUCTURAL MEMBERS OR (DESIGNED FOR 2,500) EARTHQUAKE DATA: SEISMIC IMPORTANCE FACTOR, la: 1.0
<br /> MECHANICAL, ELECTRICAL, OR ARCHITECTURAL ELEMENTS NOT INDICATED FOR MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS= 1.438; S,=0.553 P,O.BOX 150539
<br /> REMOVAL INTERFERE WITH THE NEW WORK, THE ARCHITECT/ENGINEER SHALL BE CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF IBC W�OD F RAM I N G NOTES SITE C�ASS: D
<br /> fMMEDIATELY NOTIFIED AND PRIOR APPROVAL SHALL BE OBTAINED BEFORE REMOVAL 2. SECTIONS 1705 AND 1903,ACI 318 CHAPTER 19&26 AND THESE SPECIFICATIONS. E SPECTRAL RESPONSE COEFFICIENTS: Sps=0.959; So,=0.553 SAN RAFAEL, CA 94915
<br /> OF THE MEMBERS. CEMENT TO BE IN ACCORDANCE WITH ASTM C150 TYPE II. AGGREGATE TO MEET SEISMIC DESIGN CATEGORY: D
<br /> ASTM C33. FLY ASH TO MEET ASTM C618 CLASS F.SUBMIT MIX DESIGNS AND SEISMIC FORCE RESISTING SYSTEM(S):WOOD FRAMED SHEAR WALLS
<br /> 4. DO NOT OVER CUT EXiSTING WOOD, CONCRETE, MASONRY OR OTHER WORK TO SUPPORTING DOCUMENTATION IN ACC�RDANCE WiTH ACI 318 FOR REVIEW PRIOR 1. HEADERS, BEAMS, POSTS,TOP PLATE SPLICES,AND ETC.,ARE PER 1/S1.2 WHERE NOT RESPONSE MODIFICATION FACTOR(S): R=6.5
<br /> REMAIN. CUTS SHALL BE MADE NEATLY TO A CORNER,THEN ALTERNATE MEANS TO PLACEMENT. NOTED ON PLAN AND DETAILS. WALLS AT SEISMIC SEPARATIONS SHALL BE DESIGN BASE SHEAR: 5.Ok(ASD)
<br /> SHA�L BE USED TO REMOVE REMAINING MATERIAL. CONTRACTOR IS RESPONSIBLE CONSIDERED EXTERIOR WALLS. SEISMIC RESPONSE COEFFICIENT(S), CS=0.147
<br /> FOR REPAIR/REPLACEMENT OF OVER CUT MATERIAL AS DIRECTED BY THE UNDER SLAB VAPOR RETARDER TO BE ASTM E1745 CLASS A; 15 MILS MINIMUM ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE
<br /> ARCHITECT AND/OR ENGINEER. 3. THICKNESS; 0.01 U.S. PERMS MAXIMUM PERMEANCE. INSTALL PER ASTM E1643 2• ALL BEAMS AND JOISTS (EXCLUDWG I JOISTS)SHALL BE SEAT CUT FOR FULL UNIFORM CHARLES P1CK, ARCHITECT
<br /> AND MANUFACTURER'S RECOMMENDATIONS. PROVIDE"STEGO WRAP VAPOR BEARING AT SUPPORTS, INCLUDING BEAM SEATS AND COLUMN CAPS.
<br /> 5 RE OR ED TO THE ARC I ECT/�ENGI EER FOR R'E I W AND REPARR D SHALL BE FOOTINGS1BUT NO T OPBOTTOM OF FOOT NG ORENTO A CO DAJOINTTEND TO 3. SEE 10/S1.2 FOR SHEATHING NAILING REQUIREMENTS. ALL NAILING NOT NOTED OR B G E N ERAL N OTES
<br /> DETAfLED OTHERWISE SHA�L BE PER 9/S1.2 NAIL LENGTH TO BE SUFFICIENT TO MEET
<br /> 6. REMODEL{NG REQUIRES ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS 4. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 OR A706 GRADE IBC PENETRATION REQUIREMENTS.
<br /> WHICH MAY NOT BE VERIFIABLE WITHOUT DESTROYING OTHERWISE ADEQUATE OR 60. 4. EXTERIOR STUD WALL SHALL BE 2x6 16"oc UNLESS NOTED OTHERWISE. INTERIOR 1. REFER TO SHEETS S1.1 AND S1.2 FOR STANDARD DETAILS OF CONSTRUCTION.
<br /> SERVICEABLE PORTIONS OF THE STRUCTURE. THIS ANALYSIS DOES NOT MAKE ANY @
<br /> GUARANTEE TO THE ADEQUACY OF THE STRUCTURAL QESIGN OF THE EXISTING 5. ANCHOR BOLTS-ASTM F1554 GRADE 36 THREADED ROD WITH DOUBLE NUTS OR BEARING WALLS AND SHEAR WALLS SHALL BE 2x4 @ 16"oc UNLESS NOTED OTHERWISE. 2, BUILDING DIMENSIONS SHOWN ARE FOR GENERAI.REFERENCE ONLY. SEE
<br /> BUILDING NOT SPECIFICALLY ADDRESSED IN THE STRUCTURAL CALCULRTIONS. ZFA ASTM A307 HEADED BOLTS. (NO"J"OR"L" BOLTS EXCEPT AT WOOD SILL PLATES). SEE ARCHITECTURAL DRAWINGS FOR OTHER INTERIOR WALL FRAMING SIZES. ARCHITECTURAL DRAWINGS(SAD)FOR ALL ACTUAL BUILDING DIMENSIONS. ANY
<br /> SHALL NOT BE RESPONSIBLE FOR UNSATISFACTORY PERFORMANCE OF EXISTING SEGURELY TIE ANCHOR BOLTS IN PtACE PRIOR TO CONCRETE POUR. COORDINATE STUD AND PLATE SfZES WITH THE REQUIREMENTS OF THE SHEAR WALL DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE
<br /> PORTIONS OF THE STRUCTURE NOT SPECIFICALLY ADDRESSED IN THE SCHEDULE. ARCHITECT/ENGINEER SO CIARIFICATION CAN BE MADE PRIOR TO COMMENCING
<br /> CONSTRUCTION DOCUMENTS. WORK.
<br /> WOOD CONSTRUCTION(CARPENTRY� 5. WOOD POST SIZES ARE TO MATCH BEAM AND STUD WIDTH, UNO. PEN PER F/S0.1T0
<br /> POSTS AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. POSTS AT HOLDOWNS
<br /> 7. DIFFERENTIAL SETTLEMENT BETWEEN NEW AND EXISTING CONSTRUCTION AT 3. STRUCTURAL DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS AND FIT SHALL BE '
<br /> REMODEL OR ADDlTION FOUNDATION INTERFACES CAN BE EXPECTED. ZFA SHALL 1. EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER TO BE FULL HEIGHT AND PER 8/51.2 DETERMINED AND VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCING WORK.
<br /> NOT BE RESPONSIBLE FOR UNSATISFACTORY PERFORMANCE RESULTING FROM INSPECTION BUREAU (WCLIB)OR WESTERN WOOD PRODUCTS ASSOCIATION(WWPA)
<br /> THESE CONDITIONS. SHOWING GRADE MARK OR APPROVED EQUAL. BEAMS AND POSTS TO BE FREE OF 6. FOR ROOF DRAINAGE, TOP OF FRAMING BETWEEN NOTED POINTS IS A STRAIGHT LINE. 4. DETAILS NOT FULLY OR SPECIFICALLY SHOWN SHALL BE OF SAME NATURE AS OTHER
<br /> HEART CENTER(FOHC). OTHER MATERIALS SHALL BE AS SHOWN BE�OW:
<br /> 7. ALL MECHANICAL SUPPLY AND RETURN OPENINGS TO BE BETWEEN FRAMING UNO. SIMILAR CONDITIONS.
<br /> SPECIES AND MINIMUM CONSULTANT
<br /> SAWN L.UMBER MEMBER GRADE, UNO Fb(PSI) F� (PSI) E(PS!) 5. REFER TO ARCHITECTURAL DRAWINGS FOR SIDEWALK SLABS AND DIMENSIONS.
<br /> 8. JOISTS AND RAFTERS ARE PER PLAN. UNLESS NOTED OTHERWISE, PROVIDE"LU"
<br /> 6x POSTS DOUGLAS FIR-#1 1200 170 1.6x106 HANGER AT FLUSH FRAMING AND"HU"HANGER WHERE HANGER IS SHOWN SKEWED 6. COORDINATION OF MECHANICAL, ELECTRICAL, PLUMBING,AND SITE UTILITY SYSTEMS
<br /> 6x BEAMS DOUGLAS FIR-#1 1350 170 1.6x10 PER PLAN AND/OR HANGER SEAT IS INDICATED TO BE SLOPED. HANGER SIZE TO BE ZFA STRUCTURAL ENGINEERS
<br /> 4x POSTS& BEAMS DOUGLAS FIR-#1 1000 180 1.7x106 CORRECT FULL SIZE FOR JOIST SIZE (I.E. LU210 FOR 2x10). HANGERS FOR PANELIZED WITH THE STRUCTURAL SYSTEM IS THE RESPONSIBILITY OF THE GENERAL
<br /> 2x JOISTS RAFTERS DOUGLAS FIR-#2 900 180 1.6x106 ROOF CONSTRUCTION ARE PER PLAN. CONTRACTOR. USE DETAILS 6/S1.1 4/S1.1 AND 2/S1.2 AT CONDITIONS WHERE THESE 7801 folsom boulevard�suite 204 zfa.com
<br /> DETAILS DO NOT APPEAR TO APPLY, NOTIFY THE STRUCTURAL ENGINEER PRIOR TO sacramento ca 95826 916.924.7024
<br /> MATERIAL DOUGLAS FIR-#2 900 180 1.6x106 zfa job no. 17053 copyright02017
<br /> 2x STUDS DOUGLAS FfR-#2 900 18Q 1.6x10g 9. PROVIDE SOLID BLOCKING @ 8'-0"oc MAX FOR ALL 2x12 JOISTS. INSTALLATION. AT CONDITIONS WHERE FIELD MODIFICATIONS OF MECHANICAL,
<br /> ELECTRICAL, PLUMBING, OR SITE UTILITIES AFFECT STRUCTURAL SYSTEMS, NOTIFY
<br /> STRUCTURAL ENGINEER PRIOR TO INSTALLATION. oFEssi
<br /> 10. PROVIDE ADDITIONAL JOIST BELOW ALL OR ADJACENT TO NON-STRUCTURAL WALLS QR„ .,,,,oyq •
<br /> 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT THE MAXIMUM PARALLEL TO FRAMWG, UNO. `���'� DENNIS �'•�
<br /> MOISTURE CONTENT OF WOOD AT THE TIME OF INSTALLATION SHALL BE NOT MORE THAN 7. SHORING AND BRACING DESIGN, MATERIALS AND INSTALLATION SHALL BE PROVIDED ��;� FA
<br /> BY THE GENERAL CONTRACTOR,AND SHALL BE ADEQUATE FOR ALL LOADS. LEAVE IN � : �' �=
<br /> 19%. 11. ROUND HOLES IN STEEL PLATES TO BE '/,6"OVERSIZE. SLOTTED HOLES IN STEEL PLACE AS LONG AS MAY BE REQUIRED FOR SAFETY ANQ UNTIL FINAL STRUCTURAL ` ' 2
<br /> PLATES SHALL BE '/,s"WIDER THAN THE BOLT DIAMETER AND HAVE A LENGTH OF 2 CONSTRUCTION IS COMPLETED. '�
<br /> 3. NAILS TO BE OF COMMON WIRE AND OF FULL-ROUND HEADS WHERE NAILING IS SPECIFIED TIMES THE BOLT QIAMETER. THE DIRECTION OF THE SLOTTED LENGTH IS INDICATED �`•..s U AL,r�.
<br /> ON THE DRAWINGS. MACHINE-DRIVEN NAILS MEETING SIZE REQUIREMENTS ARE ON THE DETAILS (VSH OR HSH). INSTAL�BOLT AT THE CENTER LINE OF THE HOLE, c�j.,y'•.,No: o�,.�,��a
<br /> ACCEPTABLE. NAILS MUST NOT BE OVER-DRIVEN. PRE-DRILL NAIL HOLES WHERE WOOD BOLT HOLES IN WOOD SHALL BE ROUND AND %sz"OVERSIZE. CUT OFF BOLT THREADED 8• SPECIAL INSPECTIONS ARE REQUIRED PER D/S0.1 AND THE TESTING AND INSPECTION TF OF WASN�aG
<br /> TENDS TO SPLIT. NRILS AS SPECIFIED ON PLANS AND INCLUDING IN PT�F MATERIAL END FLUSH WITH NUT WHEN REQUIRED BY FINISHES AND 1" MAXIMUM FROM NUT FORM.
<br /> CONTAINING AMMONIA iN EXTERIOR APPLICATIONS SHALL BE TYPE 304 OR 316 STAINLESS OTHERWISE. PROVIDE STANDARD CUT WASHERS UNDER HEAD AND NUT WHERE BOLT g. STRUCTURAL OBSERVATION PER IBC SECTION 1704.6 IS NOT REQUIRED. 03-30-2017
<br /> STEEL. NAILS USED IN EXTERIOR APPLiCATIONS OR IN INTERIOR PTDF SHALL BE HOT- BEARS ON WOOD. USE PLATE OR MALLEABLE IRON WASHERS AT EXPOSED NOTIFY ZFA FOR GENERAL REVIEW OF:
<br /> DIPPED GALVANIZED PER ASTM A153. CONDITIONS OR AS INDICATED. -MINIMUM FOOTING SIZE AND REINFORCING STEEL.
<br /> 12. ALL BOLTED OR NAILED STRAP CONNECTIONS SHALL HAVE AN EQUAL NUMBER OF -WOOD SHEAR WALLS, SHEAR PANELS AND FLOOR/ROOF DIAPHRAGMS,
<br /> BOLTS OR NAILS EACH SIDE OF THE SPLICE JOINT. THE FIRST BOLT OR NAIL FROM INCLUDING NAILING, BOLTING,ANCHORAGE AND OTHER FASTENING TO
<br /> MINIMUM MINIMUM TYPICAL NAIL EACH SIDE OF THE SPLICED OR STRAPPED MEMBER SHALL BE EQUIDISTANT FROM THE OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. ,
<br /> WIRE NAIL SHANK NAIL APPLICATION, SPLICE. STRAPS USING 16d NAILS ON 2x MATERIAL TO BE INSTALLED ON THE 1'/" -STRUCTURAL WOOD FRAMING.
<br /> DIAMETER LENGTH UNO EDGE OF THE MEMBER.
<br /> 16d COMMON 0.162" 3'/z" FRAMING 10. NOTIFY ZFA FOR REVIEW PRIOR TO COVERING ABOVE LISTED WORK. PROVIDE 2 DRAWING REVISION LOG
<br /> � 16d SINKER 0.148" 3'/4" FRAMING 13. THE CONTRACTOR SHALL VERIFY THAT THE MOISTURE CONTENT OF ALL FRAMING WORKING DAYS MINIMUM SCHEDULING NOTICE PRIOR TO REVIEW DATE.
<br /> 10d COMMON 0.148" 3" FRAMING LUMBER AND SHEATHING MEET THE REQUIREMENTS OF THE SPECIFICATIONS AT THE
<br /> 10d COMMON 0.148" 2'/z" SHEATHING TIME OF INSTALLATION AND AT CLOSE-IN. THE CONTRACTOR SHALL PROVIDE FOU N DATION NOTES
<br /> .� 8d COMMON 0.131" 2'/z" SHEATHING ALLOWANCE FOR DIFFERENTIAL SHRINKAGE BETWEEN FLOORS, ETC. G'
<br /> 14. VENTING IS REQUIRED IN ENCLOSED FRAMING AREAS, SAD. DRILL BLOCKING AND
<br /> 4. META�FRAMWG CLIPS, HANGERS, ETC.ARE BY SIMPSON STRONG-TIE. NAILING SHALL BE LEDGERS AND PROVtDE SKIP BLOCKING AS DETAI�ED. 1, FOUNDATION DESIGN PRESSURES ARE PER IBC SECTION 1806.2:
<br /> IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL PROV�DED FOR
<br /> EACH PUNCHED HOLE UNO. CONNECTORS AS SPECIFIED ON PLANS AND THOSE IN 15. SAD FOR CEILING INFO. SHALLOW FOOTINGS:
<br /> CONTACT WITH PTDF MATERIAL CONTAINING AMMONIA IN EXTERIOR APPLICATIONS SHALL DEAD LOAD + LIVE LOAD= 1,500 PSF
<br /> BE TYPE 304 OR 316 STAINLESS STEEL. ALL OTHER CONNECTORS USED IN EXTERIOR 16. ALL SHEATHING SHALL HAVE 1/8"GAP AT ALL EDGES AND JOINTS.TYPICAL SHEATHING: DEAD LOAD+ LIVE LOAD+ LATERAL=2,000 PSF
<br /> ABBREVIATIONS APPLICATIONS OR INTERIOR PTDF SHALL BE HDG(MINIMUM 2.0 oz/SQ FT}OR ZMAX ,5 � �
<br /> A. ROOF SHEATHING: /32' APA RATED SHEATHING(32/16) EXP 1 WITH 10d @
<br /> a,e ANCHOR BOLT cB GRADE BEAM PTDF PRESSURE TREATED (MINIMUM 1.85 oz/SQ FT PER ASTM A653). IN APPLICATIONS WHERE NON-AMMONIA 6"ac EDGES (PEN)AND 12"oc FIELD UNO ON PLANS. LAY PERPENDICULAR TO 2. ALL SOILS WORK SHALL BE DONE IN ACCORDANCE WITH THE SPECIFICATIONS AND THE
<br /> aav ABOVE GLB GLUE LAMINATED BEAM DOUGLAS FIR TREATED WOOD IS DRY WHEN INSTALLED AND WILL REMAIN DRY IN-SERVICE A COATING FRAMING MEMBERS. PROVIDE SHTG CLIPS AT UNSUPPORTED EDGES UNLESS REQUIREMENTS OF CHAPTER 18 OF THE IBC. ALL FOUNDATIONS SHALL BEAR ON FIRM,
<br /> ac AIR CONDITIONING GR c�e PT POINT THICKNESS OF 0.9 oz/SQ FT MAY BE USED. � UNDISTURBED, NATIVE SOILS AT OR EXCEEDING DEPTHS SHOWN ON THE DRAWINGS.
<br /> ADJ ADJACENT HD HOLD DOWN R RADIUS NOTED TO BE BLOCKED ON PLANS. NO PANELS LESS THAN 24' WIDE SHALL
<br /> ADDL ADDITIONAL HDG HOT-DIP GALVANIZED Res REDUCED BEAM SECTION BE USED. STAGGER SHEETS. INCREASE FILL AND OR FOOTING DEPTH AS REQUIRED. ALL FOOTING EXCAVATIONS
<br /> ALT ALTERNATE HDR HEADER RFTR RAFTER 5, WOOD SCREWS SHALL CONFORM TO ANSI/ASME 618.6.1. PROVIDE PILOT HOLE 70°/a OF SHALL BE AS NEAT AS PRACTICABLE. MAXIMUM OVER EXCAVATION IN WIDTN SHALL BE
<br /> AI.UM ALUMINUM HGR HANGER REF REFERENCE
<br /> ARCH ARCHITECT HK HOOK REINF REINFORCING DIAMETER OF SCREW SHANK WHERE FASTENING HARDWOOD TIMBER SPECIES OR WHERE LESS THAN 12 INCHES OR 25% OF FOOTING WIDTH,WHICH EVER IS LESS. 6 INCHES
<br /> @ aT HORIZ HORIZONTAL REQD REQUIRED WOOD TENDS TO SPLIT. MINIMUM PENETRATION IS (10}DIAMETERS, UNO. MAXIMUM PER SIDE. LARGER OVER-EXCAVATIONS IN WIDTH SHALL BE FILLED WITH
<br /> BLDG BUILDING HS HIGHSTRENGTH RET RETAINING SHEAR WALL NOTES
<br /> BLIUBLKG BLOCK/BLOCKING Hsa HIGH STRENGTH BOLT REv REVISION F ADDITIONAL REINFORCED CONCRETE AS DIRECTED BY THE ENGINEER, OR FORMWORK
<br /> e�w BELOW HSFB HIGH STRENGTH RF ROOF 6. BOLTS SHALL BE UNFINISHED MACHINE BOLTS PER ASTM A307. NUTS SHA�L BE PER ASTM SHALL BE PROVIDED. OVER-EXCAVATIONS IN DEPTH MAY BE FILLED WITH LEAN
<br /> BM BEAM FRICTION BOLT RWD REDWOOD
<br /> stv BOUNDARY NAIL Hs� HIGH STRENGTH GROUT S AMERICAN STANDARD BEAM A563 AND OF STANDARD SIZE UNIESS NOTED OTHERWISE. LENGTH OF BOLTS SHALL BE CONCRETE OR COMPACTED APPROVED BACKFILL. ALL LOOSE SOILS SHALL BE
<br /> sor BOTfOM HSH HORIZONTAL SlOTTED sa� SEE ARCHITECTURAL SUCH THAT THE BOLT PROJECTION IS NOT LESS THAN '/,s"NOR MORE THAN '/2"PAST END REMOVED FROM EXCAVATIONS PRIOR TO PLACEMENT OF REINFORCING OR
<br /> BRG BEARING HOLE DRAWINGS 1. PEN= PLYWOOD/OSB SHEATHtNG EDGE NAILING. BLOCK ALL UNSUPPORTED EDGES
<br /> erwN BETWEEN Hss HOLLOW STRUCTURAL ss SOLID BLOCK OF NUT. BOLT HOLES IN WOOD SHAL�BE %32"LARGER THAN BOLT SIZES (UNO). PROVIDE CONCRETE.
<br /> su BUILT-UP SECTION sc SLIP CRITICAL STANDARD CUT WASHERS UNDER HEAD AND NUT WHERE BOLT HEADS WOULD BEAR ON W�TH 2x MATERIAL UNO. BLOCK EDGES WITH 3x MATERIAL WHERE NAILING IS 4"oc OR PROJECT NAME:
<br /> BYND BEYOND HT HEIGHT scaF SPECIAL CONCENTRIC LESS. SEE 10/51.2 FOR NAIL STAGGER AT ALL 3x.
<br /> C AMERICAN STANDARD io INSIDE DIAMETER BRACED FRAME WOOD. USE MALLEABLE IRON WASHERS WHERE EXPOSED TO VIEW OR NOTED. NUTS 3. USE 5/" DIAMETER x 12"(18"AT CURBS)ANCHOR BOLTS(AB)AT 48"oc WHERE NOT
<br /> CHANNEL i� I SHAPED WOOD BUILT sc� SEE CIVIL DRAWINGS SHALL BE TIGHTENED WHEN PLACED AND RETIGHTENED BEFORE CLOSING IN OF WALLS OTHERWISE NOTED. MINIMUM EMBEDMENT INTO CONCRETE IS 7"(EXCLUDING CURB) CLUBHOUSE
<br /> CANT CANTILEVER UP TRUSS SCHED SCHEDULE 2. FIELD NAILING TO BE 12°OC UNO.
<br /> cs CARRIAGE BOLT iNr INTERIOR sE� SEE ELECTRICAL DRAWINGS OR OTHER CONSTRUCTION. DO NOT CRUSH WOOD WHEN TIGHTENING. BOLTS AS UNLESS DETAILED OTHERWISE.ANCHOR BOLTS ARE TO BE TIED IN PLACE PRIOR TO
<br /> ciP CAST IN PLACE �sr JOIST SEOR STRUCTURAL ENGtNEER OF SPECIFIED ON PLANS AND THOSE IN CONTACT WITH PTDF MATERIAL CONTAiNING AMMONIA PLACEMENT OF CONCRETE. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL BU I LDI NG L
<br /> cc� CERTIFIEO GLUED�UMBER �r JOINT RECORD 3. ALL SHEATHING NAI�S TO BE COMMON WIRE. SEE E/S0.1 NOTE#4 AND
<br /> c� CONTROL JOINT KP KING POST SFRS SEISMIC FORCE RESISTING iN EXTERIOR APPLICATIONS SHALL BE TYPE 304 OR 316 STAiNLESS STEEL. ALL OTHER REQUIREMENTS. MINIMUM TWO ANCHOR BOLTS PER SILL PIECE.
<br /> �. CENTERLINE STEELANGLE SYSTEM BOLTS USED IN EXTERIOR APPLtCATIONS SHALL BE HOT-DIPPED GALVANIZED PER ASTM SPECIFICATIONS FOR OTHER NAIL REQUIREMENTS.
<br /> CJP COMPLETE JOINT Lb or# POUND(s) SHTG SHEATHING
<br /> c�� CEIL NGRATION LGMF LIFRAMINGE METAL S YLT S YI IGHT A153. 4. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS ON PLANS TO HAVE 4. TYPICAL SLAB:4"CONCRETE REINFORCED WITH#3 @ 16"oc EACH WAY AT MID-DEPTH
<br /> c�R CLEAR LGMFC LIGHT GAGE METAL sMF sPecia�MOMetvT FRaMe SHEATHING AND PEN NAILING PER SHEAR WALL TYPE'A'. OVER VAPOR RETARDER(PER SPECIFICATIONS)AND 6" MINIMUM FREE DRAINING
<br /> co� COLUMN FRAMING CONTRACTOR sMs SHEET METAL SCREW 7. WOOD AGAINST CMU OR CONCRETE SHALL BE PRESSURE TREATED DOUGLAS FIR(PTDF) COMPACTED ROCK PER SPECIFICATIONS ON SUBGRADE. DO NOT DRIVE CONCRETE
<br /> COLL COLLECTOR LL LIVE LOAD snno SEE MECHANICAL DRAWINGS PER AWPA STANDARD U1. "USE CATEGORY"UC2 AT INTERIOR. "USE CATEGORY" UC3B AT TRUCKS OR LARGE SCREED MACHINES ON VAPOF2 RETARDER W17HOUT ADDITIONAL
<br /> coNc CONCRETE LLH LONG LEG HORIZONTAL so� s�.ae otv�waoe 5. SHEAR WALL LENGTHS,WHERE NOTED, ARE MINIMUM. DO NOT LOCATE HOLDOWNS
<br /> CONN CONNECTION uv LONG LEG VERTICAL 5PCG SPACING EXTERIOR(NO GROUND CONTACT). GUT FACES SHALL BE BRUSH TREATED WITH BUFFER MATERIAL AND APPROVAL FROM THE STRUCTURAL ENGINEER.
<br /> CONT CONTINUOUS �oe LOCATION sPo SEE PLUMBING DRAWINGS FROM THESE DIMENSIONS, SAD FOR ACTUAL WALL LENGTHS.
<br /> cooRo COORDINATE/ �s LAG SCREW SPEC SPECIFICATION EQUIVALENT PRESERVATiVE PRIOR TO INSTALLATION.
<br /> COORDINATION LSL LAMINATED STRAND LUMBER sQ SQUARE 5. REFER TO ARCHITECTURAL AND PLUMBING DRAWINGS FOR DEPRESSED SLABS FOR
<br /> CMU CONCRETE MA50NRY UNIT LVL LAMINATED VENEER LUMBER SS SELECT STRUC7URAL 6. HOLDOWN REFERS TO SIMPSON STRONG TIE CO. HOLDOWNS. INSTALL HOLDOWNS
<br /> csK COUNTERSINK MAX MAXIMUM or STAINLESS STEEL 8. WOOD ADHESIVE SHALL BE WATER-PROOF, CRRTRIDGE DISPENSED, MEETWG APA ARCHITECTURAL FLOORING OR INSERTS, SLOPED SLABS TO DRAIN AND PIPES OR
<br /> cw CUT WASHER nne MACHINE BOLT STGR STAGGERED AND REQUIRED POSTS PER 8/S1.2 AND 11/S1.2 SEE PLANS FOR OTHER REQUIREMENTS.
<br /> DBL DOUBLE MBM METAL BUILD�NG sro STANDARD PRODUCT SPECIFICATION AFG-01 OR ASTM D3498. LOCTITE"PL PREMIUM"OR EQUAL. FOR CONDUITS AT SLAB.
<br /> ocw DEMAN�CRITICAL WELD MANUFACTURER STIFF STIFFENER USE AT SUBFLOOR SHEATHING AND WHERE SPECIFICALLY NOTED FOR USE ON DRAWINGS. 7, EDGE NAIL WALL SHEATHING TO STUDS OR POSTS WITH HOLDOWNS, �
<br /> DF DOUGLAS FIR Mc MISCELLANEOUS CHANNEL sr� STEEL 6. DO NOT UNDERCUT EXISTING FOUNDATIONS. NOTIFY ENGINEER FOR REVIEW AND
<br /> DIAorO DIAMETER MECH MEGHANICAL STRUCT STRUCTURAL PROJECT LOCATION�
<br /> DIAG DIAGONAL MEZZ MEZZANINE SW SHEAR WALL 9. ANCHOR RODS SHALL BE ASTM F1554 GR36 OR A307 UNO. 8, PORTIONS OF INTERIOR WALL SURFACES ADJACENT TO SPECtFIED SHEAR WALLS POSSIBLE REVISIONS, IF EXISTING FOUNDATION CONDITIONS ARE NOT AS SHOWN. •
<br /> o M o WES ONNT MFR MANUFAC URER T&a roP ANORBorTOM SHALL BE SHEATHED FOR THE FULL, UNINTERRUPTED LENGTH PER NOTE#4 OR WITH
<br /> o� DEAD LOAD MIN MINIMUM r&� TONGUEAND GROOVE GYPSUM BOARD OF THE SAME THICKNESS TO PROVIDE AN EVEN WALL SURFACE FOR 824 W CASI NO ROAD
<br /> DN DOWN Misc MISCELlANEOUS THK THICK PLYWOOD/ORIENTED STRAND BOARD(OSB)SHEQTHING
<br /> DO DITTO MIW MALLEABIE IRON WASHER THRD THREADED FINISH MATERIALS.
<br /> ow� DRAWING MTL METAL THRU THROUGH 1. STRUCTURAL SNEATHING SHALL CONFORM TO PRODUCT STANDARD PS-1 OR PS-2. �ERG 1 1 , WA 95204
<br /> ow� DOWEL �N� NEw T� TOTAL LOAD ALL PANELS SHALL HAVE AN EXTERIOR EXPOSURE RATING AND BEAR THE
<br /> Ea EACH rvic NOT IN CONTRACT TN TOE NAIL 9, SHEAR WALLS MORE THAN ONE VERTIGAL PANEL IN HEIGHT SHALL HAVE STAGGERED
<br /> EE EACH END No or# NUMBER TOC TOP OF CONCRETE TRADEMARK OF THE ENGINEERED WOOD ASSOCIATION (APA)OR OTHER QUALIFIED HORIZONTAL OR VERTiCAL SPLICE JOINTS.
<br /> EF EACH FACE Ns NEAR SIDE TOF TOP OF FRAMING AGENCY. SHEATHING SHEETS SHALL BE SPLICED ALONG CENTERLINE OF FRAMING
<br /> ELEC ELECTRICAL NSG NON-SHRINK GROUT TOM TOP OF MASONRY
<br /> ELEV ELEVATORlELEVATION NTs NOT TO SCALE roa TOP OF PLYWOOD MEMBER WiTH NAILING SPACED NOT LESS THAN 3/e"FROM EDGE OF SHEETS. 10. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS
<br /> EMBED EMBEDMENT o� OVER Tos TOP OF STEEL MACHINE-PLACED NAILING AND NAILS TO BE APPROVED BY THE ENGINEER PRtOR TO
<br /> eQ EQUAL oo ON CENTEft TOT TOTAL THAN 6"oc ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT
<br /> EQUIP EQUIPMENT OD QUTSIDE DIAMETER ru TILT UP USE. SHEATHING NAILS OF COMMON WIRE WITH FULL ROUND HEADS ARE REQUIRED. FRAMING MEMBERS OR FRAMING SHALL BE 3x OR THICKER AND NAILS ON EACH SIDE
<br /> ES EACH SIDE OH OPPOStTE HAND TYP TYPICAL
<br /> EW EACH WAY OPNG OPENING UNO UNLESS NOTED OTHERWISE SHALL BE STAGGERED.
<br /> EXIST or(E) EXISTWG oPP OPPOSITE VERT veRTicA� 2. OSB WITH EQUIVALENT THiCKNESS AND SPAN RATING MAY BE USED IN LIEU O� SHEET TITLE:
<br /> Exp EXPANSION ow OTHERWISE v�F VERIFY IN FIELD PLYWOOD CALLED OUT. ALL OSB SHALL CONFORM TO PS-2.
<br /> exr EXTERIOR owT OPEN WEB TRUSS VSH VERTICAL SLOTTED HOLE 'I'I. ANCHOR BOLTS{AB)FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS,A '
<br /> F�N FOUNDATION R PLATE or PROPERTY LINE w wioE Fta,rvice sree�aeAM MINIMUM OF 0.229 INCH BY 3 INCHES SQUARE W SIZE, BETWEEN THE SILL PLATE AND
<br /> FIN FINISH PA POSTABOVE wi WITH PARAILEL STRAND LUMBER PSL GENERAL NOTES AND
<br /> FG FINISH GRADE PDP POWDER DRIVEN PINS wio WITHOUT � --� NUT, THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED
<br /> Fu FERRULE IOOP INSERT PEN PANEL EDGE NAIL WD w000 1. PSL SHALL CONFORM TO THE FOLLOWING MINIMUM PROPERTIES: WITH A WIDTH OF UP TO 3/,s"LARGER THAN THE AB DIAMETER AND A SLOT LENGTH
<br /> FLR FLOOR PERP PERPENDICULAR WHS WELDED HEADED STUD SPECI FI CATI ONS
<br /> Frv FACE NAIL Pes PANEL EDGE SCREWS w�o WELDEQ E=2.Ox106 PSI NOT TO EXCEED 13/", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE
<br />� Foc FACE OF CONCRETE PJP PARTIAL JOINT PENETRATION WP WORK POINTMlATERPROOF Fb=2,900 PSI PtATE WASHER AND THE NUT. PLATE WASHER TO EXTEND WITHIN %Z"OF SHEAR WALL
<br /> FOM FACE OF MASONRY PLF POUNDS PER LWEAR FOOT WS WOOD SCREW
<br /> Fos FACE OF STUD PNL PANEL WT WEIGHT F�=2,900 PSI (PARALLEL) SHEATHING UNO. PROVIDE OVERSIZED PLATE WASHER OR OFFSET AB AS REQUIRED.
<br /> FRMG FRAMING PSF POUNDS PER SQUARE FOOT wi's WELDED THREADED STUD F� =290 PSI AT DOUBLE-SIDED SHEAR WALLS, STAGGER AB AS REQUIRED. AB TO BE PLACED A
<br /> FS FAR SIDE PSI POUNDS PER SQUARE WCH WWR WELDED WIRE
<br /> Fr� FOOTiNG Ps� PARALLEL STRAND LUMBER REINFORCEMENT MINIMUM OF 4'/2"AND A MAXIMUM OF 12"FROM ENDS OF ALL SILL PLATES AND AT
<br /> GA GAGE or GAUGE PTB PANEL TIE BAR
<br /> GALV GALVANIZED
<br /> NOTCHES IN SILL PLATES.
<br /> � 12. NO OPENINGS ARE ALLOWED IN SHEAR WALLS UNLESS SHOWN ON THE STRUCTURAL
<br /> PLANS. OPENINGS NOTED ARE PER 13/S1.2 COORDINATE ANY OPENINGS NOT SHOWN �
<br /> �. WITH THE STRUCTURAL ENGINEER.
<br /> Copyri�ht 2016 by Charles Pick, Architect and Basis Architecture ft Consulting Inc.
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